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HomeMy WebLinkAbout2730 GATEWAY RD; ; CB151026; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 05-05-2015 Commercial/Industrial Permit Permit No: CB151026 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: 2730 GATEWAY RD CBAD Tl Sub Type: INDUST Lot#: 0 Construction Type: 56 Reference# Status: ISSUED Applied: 04/06/2015 Entered By: JMA Parcel No: 2132632700 Valuation: $26,945.00 Occupancy Group: Project Title: PIZZA PORT: 622 SF MEZZAINE FO EQUIPMENT AT EXTERIOR Applicant: JAIMIE RAMIREZ STE 125 13280 EVENING CREEK DRS SAN DIEGO CA 92128 858-793-4 777 Building Permit Add'l Building Permit Fee Plan Check Add'l Building Permit Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expedidted Plan Review $259.21 $0.00 $181.45 $0.00 $0.00 $7.54 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $2.00 $272.50 Total Fees: $1,945.70 Total Payments To Date: Owner: Plan Approved: 05/05/2015 Issued: 05/05/2015 Inspect Area Plan Check#: MARSAGLIA PROPERTIES L L C P 0 BOX 1697 CARLSBAD CA 92018 Meter Size Add'l Reel. Water Con. Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF (3105540) PFF {4305540) License Tax (31 04193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee Green Bldg Standards Plan Chk TOTAL PERMIT FEES $1,945.70 Balance Due: Inspector: tv\· ~~S FINAL~~PR9VAL Date: oqf "Z~I lb Clearance: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1,223.00 $0.00 $0.00 $0.00 $0.00 $0.00 ?? ?? $1,945.70 $0.00 NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which_'LOU have_previouslv been oiven a NOTICE similar to this or as to which the statute of limitations hasJ:lreviouslv otherwise exoired. THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: ~NNING ~GINEERING 0'BuiLDING 13fi'RE DHEALTH 0HAZMATIAPCD (City of Building Permit Application Plan Check No. CB (64 I ozfo 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value 1f "U.t:>, q'{a--; {) </ Ph: 760-602-2719 Fax: 760-602-8558 Carlsbad Plan Ck. Deposit email: building@carlsbadca.gov www.carlsbadca.gov Date tf-/ar/.) lsWPPP JOB ADDRESS 2730 Gateway Road SUITE#/SPACE#/UNIT# I APN 100' 110' 120 213 -263 -24,2-5,26 CT/PROJECT # I LOT# I PHASE# I# OF UNITS I# BEDROOMS #BATHROOMS I TENA~T BUSINESS NAME I CONSTR. TYPE ' I occ. GROUP Plzza Port III -B B, F1 , M1,S1 DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) New 622 sq ft. exterior equipment platform, screen and associated structural. EXISTING USE I PROPOSED USE I GARAGE (SF) PATIOS (SF) I DECKS (SF) FIREPLACE II AIR CONDITIONING TFIRE SPRINKLERS RESTAURANT & MANUFACTURING SAME 849 YES(29# Nc0 YES11£jNo0 YES(2gNoD APPLICANT NAME Sean Farrell ___. PROPERTYOWNERNAME MARSAGLIA PROPERTIES LLC Primary Contact "' ADDRESS 2 7 3 O Gatewa~ ~ ADDRESS PO BOX 1697 CITY CARLSBA~ s~ ZIP 92009 CITY CARLSBAD STATE CA ZIP 92 018 PHONE (7~17-353~AX PHONE 858 481 7332 I FAX f.lrn. ~(I}_ o l"·z."U\ Par-r EMAIL ~ ~ EMAIL uatr &l UA-(L p \ 't-~ POt<:if .(.J)r(\ DESIGN PROFESSIONAL SMITH CONSULTING ARCHITECTS CONTRACTOR BUS. NAME ADDRESS ADDRESS 13280 EVENING CREEK DRIVE SOUTH,125 CITY STATE ZIP CITY STATE ZIP SAN DIEGO CA 92128 PHONE 8587934777 I FAX PHONE I FAX EMAIL JAIMER®SCA-SD.COM EMAIL 'STATE LIC. # STATE LIC.# JCLASS I CITY BUS. LIC.# (Sec. 7031.5 Business and Professions Code: Any City or County wh1ch reqUires a perm1t to construct, alter, 1m prove, demolish or repair any structure, pnor to Its Issuance, also reqUires the applicant for such permit to file a sii(ned statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500}). Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. D I have and will maintain workers' compensation, as required bv Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co, Policy No. Expiration Date ________ _ This section need not be completed if the permit is for one hundred dollars ($100) or less. 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. 2S CONTRACTOR SIGNATURE 0AGENT DATE I hereby affirm that I am exempt from Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for ~ale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). bLj I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section Business and Professions Code for this reason: _/ Scht?e_ll:fer ~)YJJ-frr"'c-/;c,n 'f- 1.1 p~nally plan to provide the major labor and materials for construction of the proposed property improvement. DYes WNo SJC./p5 wefd;,'IJ q Se .· 2. I ~I have not) signed an application for a building permit for the proposed work. -~ XV, C.L 3. I have contracted with the following person (firm) to provide the proposed construction (include name address I phone I contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone I contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address I phone I type of work): 2S PROPERTY OWNER SIGNATURE ~NT DATE 1 certify that 1 have read the application and state that the above infonnation is co rrectand thatthe infonnation on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA penntt is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every pennit issued by the Building Official under the of this Code shall expire by limitation and become null and void ~the building or work authorized by such penmitis not commenced within 180 days from the date of such penmit or if the building or work such penmtt is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Unifonm Building Code). ~APPLICANT'S SIGNATURE DATE STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Fax (760) 602-8560, Email building@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) CONTRACTOR (On Pg. 1) MAIL TO: CONTACT (Listed above) CONTRACTOR (On Pg. 1) OCCUPANT (Listed above) OCCUPANT (Listed above) MAIL/ FAX TO OTHER:----------------- J!S APPLICANT'S SIGNATURE (Office Use Only) CA ASSOCIATED CB# NO CHANGE IN USE/ NO CONSTRUCTION CHANGE OF USE/ NO CONSTRUCTION DATE I pection Permit#: CB151026 Type: Tl Date -~~lnspc;!~ion_!t:~m -~·-·------- 04/29/2016 89 Final Combo 04/29/2016 89 Final Combo 04/15/2016 49 Final Mechanical 02/08/2016 89 Final Combo 01/11/2016 89 Final Combo 06/30/2015 89 Final Combo 06/23/2015 89 Final Combo 06/12/2015 19 Final Structural Monday, May 02, 2016 IN DUST Inspector Act Rl MC Fl MC co MC co MC NR MC PA MC NR MC co PIZZA PORT: 622 SF MEZZAINE FO EQUIPMENT AT EXTERIOR 3/25/16 CHILL Comments CHILLER NOT PERMITTED OR ADDED TO SCOPE OF WORK. SEE CARD Page 1 of 1 ~ «;~;~+~/'i' ~ CiTY OF CARLSBAD Building Division INSPECTION RECORD 0 INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB 0 CALL BEFORE ,:30 pm FOR NEXT WORK DAY INSPECTION ~FOR BUILDING INSPECTION CALL: 760·602-2725 'Ill OR GO TO: !!.w!!!!·C~_djba_r!t;~_,gaytBuilding AND CLICK ON '"Request ·· 10lATE: Type of Inspection -. PIZZA PORT: 622 SF MEZZAINE: FO EQUIPMENT AT EXTERIOR T! INDUST Lot#: JAIMIE RAMIREZ RE R Type of Inspection p #31 0 ELECTRIC UNDERGROUND 0 UFER REV 1012012. SEE BACK FOR SPECIAL NOTES Cicyof Carlsbad SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. Project/Permit: CiJ /5 I oJ-. {; Project Address: a 7Jt2 6AJL WJ /{IJ A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder D. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please printJ--_·'12--=IO_f'_CL==-V>~cY_-"'o=-n-'----________ \)_':__ _________ \-_\_e:.-'-'\m__:_:-€.=-=S:__ ____ _ (First) (M.L) (Last) Mailing Address: 2730 GATE.\f'JAY R..o~:>A Email· C:;"A...@ (?/7?Aporf. CoM'> Phone: ( 7&;0) BY~-O&z o7 / I am: DProperty Owner il(Property Owner's Agent of Record OArchitect of Record DEngineer of Record State of California Registration Numbe · Expiration Date: _______ _ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. ~-Signature· · ~"!/?~ Date: 6-or-2oi 5 8. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder I owner-builder. Contractor's Company Name: ___________________ Please check if you are Owner-Builder 0 Name: (Please print)----------------------------------- (First) (M.L) (Last) Mailing Address: __________________________________ _ Email: ________________________ Phone: ___________ _ State of California Contractor's License Number: __________ Expiration Date: _______ _ • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • I will provide a final report I letter in compliance with CBC Section 1704.1.2 prior to requesting final inspection. Signature~: _______________________ Date: ___________ _ B-45 Page 1 of 1 Rev. 08/11 Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering 1 Civil Engineering 1 Surveying INSPECTION REPORT PAGE OF CTE JOB NO. /0~ ().. lfl'3) r REPORT NO. PROJECT NAME ft'J-..Z.!i f012T INSPECTION MATERIAL IDENTIFICATION ADDREss ~ '"'? :zcP G ArC w tt t RDr ARCHITECT ENGINEER CONTRACTOR OTHER INSPECTION DATE PLAN FILE/OTHER BLDG. PERMIT/OTHER 8/fl(t.. '1 r7 A JJ -q~(-!:? o?Y-1701?~ C.,?->\~-\\Yl.\1 .· 0 CONCRETE CONC. MIX NO. & lb/in2 0 REINF. STEEL GROUT MIX NO. & lb/in2 0 MASONRY MORTAR TYPE & lb/in2 ~.T. CONCRETE REINF. STEEL GR./SIZE ' FICJ,,O WELDING STRUCTURAL STEEL lt-~:76 {';7(//r(.. 0 SHOP WELDING HIGH-STRENGTH BOLT 0 BATCH PLANT MASONRY BLOCK ~ EXP.ANCHOR OTHER 0 OTHER '2/if/[ fJ!}O/./ 7f/(0(i/ (p (?:JOl-T Jr MATERIAL SAMPLING 0 CONCRETE 0 MORTAR 0 GROUT 0 REINFORCING STEEL 0 STRUCTURAL STEEL 0 FIREPROOFING 0 MASONRY BLOCK D BOLTS D OTHER------ INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. r· ' TO 1'17? /, /, I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. PRINTED NAME t\ t,_ C-1rc::.tr5 CERTIFICATION NO. lC--C.. 46'3' G)_ 7 SIGNATURE ~ ~ 1441 Montiel Road, Suite 115 I Escondido, CA92026 Ph (760) 746-4955 I Fax (760) 746-9806 I www.cte-inc.net Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Consbuction Engineering 1 Civil Engineering 1 Surveying INSPECTION REPORT PAGE OF CTEJOB NO. /0-/).J/tS -T REPORT NO. PROJECT NAME ft 1--k-It 'P() fl.. T-Pt. AT "Ft)l/./11 INSPECTION MATERIAL IDENTIFICATION ADDREss · ?-:7 '?10 a ArewAt ' !<!. p, 0 CONCRETE CONC. MIX NO. & lb/in2 Cfr. f< L-2 t:> A D 0 REINF. STEEL GROUT MIX NO. & lb/in2 0 MASONRY MORTAR TYPE & lb/in2 0 P.T. CONCRETE REINF. STEEL GR./SIZE ~ FIELD WELDING STRUCTURAL STEEL A-2~ '?6 OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT ,1-31..2 0 BATCH PLANT MASONRY BLOCK a(' EXP. ANCHOR OTHER INSPECTION DATE PLAN FILE/OTHER BLDG. PERMIT/OTHER ~\ \ ~{:\~{\,~ o oTHER H ,~,.r, t\"f;-·rz. &,vC,.fltJIJ. s ~RIAL SAMPLING 0 CONCRETE 0 MORTAR 0 GROUT 0 REINFORCING STEEL 0 STRUCTURAL STEEL 0 FIREPROOFING 0 MASONRY BLOCK 0 BOLTS 0 OTHER ------ INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. lve t, /) t rv {;; 0 F H ? '7 C'tf A M t IV (p C..<2t$. tV E I< I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. PRINTED NAME CERTIFICATION NO. At- SIGNATURE CU!--~ 1441 Montiel Road, Suite 115 I Escondido, CA92026 Ph (760) 746-4955 I Fax (760) 746-9806 1 www.cte-inc.net EsGil Corporation In Partnersliip witli qovernment for CBuift{ing Safety DATE: APRIL 15, 2015 JURISDICTION: CARLSBAD PLAN CHECK NO.: 15-1026 PROJECT ADDRESS: 2730 GATEWAY ROAD SET: I PROJECT NAME: CHILLER PLATFORM FOR PIZZA PORT r:J APPLICANT r:J JURIS. r:J PLAN REVIEWER r:J FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ~ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Email: Mail Telephone Fax In Person lZ\ REMARKS: The applicant to complete the City Special Inspection Form at the Bldg. Dept. for the items listed on Sheet S1.1. *[The installation of chillers is not covered under this permit]. By: ALI SADRE, S.E. Enclosures: EsGil Corporation D GA D EJ D MB D PC 4/09 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 15-1026 PREPARED BY: ALI SADRE, S.E. DATE: APRIL 15, 2015 BUILDING ADDRESS: 2730 GATEWAY ROAD BUILDING OCCUPANCY: A2/B/F1/S1; III-B/SPR. BUILDING AREA Valuation Reg. VALUE PORTION (Sq. Ft.) Multiplier Mod. CHILLER 622 PLATFORM INSTALLATION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance -.;1 ----------~~ Type of Review: Complete Review D Structural Only D Other D Repetitive Fee --~Repeats ______:J 0 Hourly EsGil Fee t-------;1 Hr. @ • Comments: ($) 26,945 $259.291 $168.541 $145.201 Sheet 1 of 1 macvalue.doc + PLAN CHECK REVIEW TRANSMITTAL DATE:04-08~2015 PROJECT NAME: PLAN CHECK NO: SET#: ADDRESS: VALUATION: Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECT ID: APN: This plan check review is complete and has been APPROVED by the Division. By: A Final Inspection by the Division is required Yes No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: For questions or clarifications on the attached checklist please contact the following reviewer as marked: Gina Ruiz 760-602-4675 Remarks: Chris Glassen 760-602-2784 Christopher.Giassen@{;;arlsbadca.gov Linda Ontiveros 760-602-2773 Greg Ryan 760-602-4663 Cindy Wong 760-602-4662 Dominic Fieri 760-602-4664 BUILDING PLANCHECK CHECKLIST QUICK-CHECK/APPROVAL land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ENGINEERING Plan Check for Project Address: Project Description: ENGINEERING Contact : Phone: RESIDENTIAL INTERIOR . RESIDENTIAL ADDITION MINOR (<$20,000.00) CARLSBAD PREMIER OUTLETS OTHER: GYM APN: Valuation: Email: Fax: TENANT IMPROVEMENT · PLAZA CAMINO REAL COMPLETE OFFICE BUILDING r··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-.. , OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT BY: DATE: REMARKS: via on E-36 p·age 1 of 1 REV 4/30/11 PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 DATE: 4-8-15 PROJECT NAME: PROJECT ID: Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.eov PLAN CHECK NO: CB 15-1026 SET#: 1 ADDRESS: 2730 Gateway Rd APN: 213-263-24, 25, 26 C8J This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Sexton A Final Inspection by the Planning Division is required Yes No You also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: jaimer@sca-sd.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PI,.ANNING 760-602-4610 ~ Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov D Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov D Remarks: ENGINEERING, ~-CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL BUiLDING DEP'T. c<efMfnity & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www .carlsbadca .gov DATE: 05/01/2015 PROJECT NAME: PIZZA PORT-MEZZ PROJECT ID: CB151026 PLAN CHECK NO: SET#: 2/1 ADDRESS: 2730 GATEWAY RD APN: [g) This plan check review is complete and has been APPROVED by the FIRE Division. By:GR A Final Inspection by the FIRE Division is required IZI Yes D No D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: A. Champion@ SCA You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: D Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov D Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov D t~~NaMEE~JtNt~~~~, D Kathleen Lawrence 760-602-27 41 Kath leen.Lawrence@carlsbadca.gov D Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov D [g) Greg Ryan 760-602-4663 Grego~.Ryan@carlsbadca.gov D Cindy Wong 760-602-4662 Cynthia. Wong@carlsbadca.gov D Dominic Fieri 760-602-4664 Qominic.Fieri@carlsbadca.gov . . J Carlsbad Fire Department d Plan Review Date of Report: Name: Address: Permit#: Job Name: Job Address: Requirements Category: TI , INDUST 05-01-2015 JAIMIE RAMIREZ 13280 EVENING CREEK DR S STE 125 SANDIEGO CA 92128 CB151026 PIZZA PORT: 622 SF MEZZAINE FO 2730 GATEWAY RD CBAD Please review carefully all comments attached. Conditions: CITY OF CARLSBAD FIRE DEPARTMENT-APPROVED: BUILDING DEPTo COPY Reviewed by: q A}al( THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 05/01/2015 By: GR Action: AP RECOMMENDED FOR APPROVAL llLDG, DEPT COPY Daryl K. James & Associates, Inc. APPLICANT: Sean Farrell PROJECT NAME: Pizza Port Checked by: ROBERT SCOTT Date: May 1. 2015 JURISDICTION: Carlsbad Fire Department PROJECTADDRESS: 2730 Gateway Rd DESCRIPTION: CB151 026, new 6221!l exterior equipment platform for new chillers. Work includes platform and equipment installation. This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department. The items below require correction, clarification or additional information before this plan check can be approved for permit issuance. The items below have all been corrected or clarified with additional information provided, therefore, CB151 026 is recommended for approval for permit issuance. COMMENTS -Additional comments made shall be generated by response on revised set and Clouded Add 'Deferred Submittals' section to read as follows: -Fire Sprinkler System -2013 CFC 903 and 2013 NFPA 13 -DELETE 'Fire Protection Equipment Notes' # 1, 3, 4 & 6, they are not applicable to this project. -DELETE 'Fire Notes Miscellaneous # 2, 3, 4, 5, 8, 9, 11, 12, 19. These notes are not applicable to this project I l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l A1 Add notes to plan: ~Imprint Carlsbad Policy 80-6 on to roof plan. -Intent B (Fireman Safety) will be provided on roofs of buildings. Recommend Approval R. Scott l l l " ~GSSI Structural Engineers Calculations for: 15105A Brewery Mechanical Platform San Diego, CA RECE CITY OF C/J.RLSBAD BUILDING DIVISION SMITH CONSULTING ARCHITECTS 12220 El Camino Real, Suite 200 San Diego, CA 92130 Phone: 858.793.4777 April 2, 2015 ~GSSI Structural Engineers SCOPE OF WORK: The project consists of a new mechanical platform on top of an existing mechanical yard. The new platform will be vertically supported by the existing concrete tilt-up panels and existing HSS columns. Laterally the platform will supported by the concrete panels. GSSI Job No. 15105A 4/2/2015 Pizza Port Mechanical Platform Page 1 of20 ~ ~ rr cr )--~-------~------~+-----!1==1 ==~=~~~ i i I I cp ~T 11 0 N 0 N Q) 0) I!J oil" \ L.ll L Cil GJ 0 ~ ___ ./II a.. I I I I I I }---! -------L--- 1 I 1 r _ ~ II'± • L1 .. ~.fLLVJ\ \ -'II ~--n r'!'". m '_/ I c.)) @ (]) ro > €) (..) 0 )---lp . r~ -g 'r-_c"OO (..) (]) 0 (]) "0 '-E-o 3: ro o :s:-- -=....-=....-=--~--,l o- II I~ e ~I & @ <( L!'l II 0 ====~I €) :: ===-......JI -,1 II ~ II L!'l II ~ ® ~ II ~ ril -d~ II }-----II ~ @ @ @ ~ _o (J)N (f)N (.9~ Sheet, ___ _ Project. _____ _ GSSINo. __ _ Eng New Mechanical Platform , ___ _ Date ____ _ DESIGN LOADS Platform DEAD LOADS (psf) Steel Grating 8 Beams and Girders - mise steel 2 I: Dead Loads 10.0 I: Seismic Dead Loads 600 sq ft platform Dead Load Access Load 40 Wind Screen DEAD LOADS (psf) Steel Deck 2 Stringers/Headers - mise steel 8 I: Dead Loads 10.0 8 ft tall line Load 80 50 feet of wall 4000 New Chiller Max Weight 3200 Future Chiller Max Weight 3200 Elements Loads: aP 1 Rp 2.5 Sos 0.817 lp 1.0 z 1.0 h 1.0 Total Seismic Dead Load 22.40 I Seismic Load 8. 78 (psf) 10.0 20.0 12000.0 psf plf lbs lbs lbs ft ft Kips <----self weight for members design Use 10 psf for seismic design psf psf lbs psf <-Note-Mechanical units weigh 36 psf design platform for 40 psf Live Load->OK Fp 0.392 Wp LRFD Fp 0.275 Wp ASD Kips LRFD GSSI Job No. 15105A 4/2/2015 Pizza Port Mechanical Platform Page 3 of 20 -/ I 14/'fr-- EQ. EQ. , ... EQ. " > WTYP. ,1\~~y 1 , ~~ (NJ f.IS~4K4~ , t MECI-I'L SCFCEEN POST. TYP. ! {j;}TYP. 1 , a:.2 LW. I / (G (N) I-ISS8K4~ i / ;" t L.l' ({ titt-o~,~-"~ ... =, =-=~'IFI=I ~~~=""'i==~, -' ~ --------- .... , §l §l ', ~ ~ wd (NJ M"' WELDED STEEL ', 3: -"' -GFCATINCs (!:1'·0' MAX. ' ..... ..... • '¢ t: SPAN FCATINUJ ' (NJW8K24 (NJ Cf.IILLEFC WT•3200 LBS (N) L4K4K'l(. LEDG~YP. PEFC !:i ----.__ Sl.l I . ' \ \@-~'-, 2 \ Sl.2_ a w I-ISS3K3~ 6FCACE BELOW PLATFOFCM -,~ FUTUFCE CI-IILLER WT•3200 LBS ~TYP. 0 w ll ( ft1f(!C 51/Lo~~ 13taC/t1 F0 1\_ Lfr 'f )' MECHANICAL PLATFORM FRAMING PLAN A SCALE: 1/4'=1'-0" <( )> "':7' FRAMING NOTES: I. ALL I-ISS BEAMS/ POSTS TO I-lAVE ~· CAP E. T"fP. U.O.N. 2. FCEFER AFCCI-IITECTUFCAL FOFC DIMENSIONS NOT NOTED. GSSI Job No. 15105A Pizza Port Mechanical Platform Page 4 of 20 4/2/2015 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] Kwik Bolt TZ • SS 316 1/2 (3 1/4) hef,act = 3.250 in., hnom = 3.625 in. AISI 316 ESR-1917 5/1/201315/1/2015 Design method ACI 318-11/ Mech. eb = 0.000 in. (no stand-off); t = 0.500 in. 1:1ts•• Profis Anchor 2.5.0 Page: Project: Sub-Project I Pos. No.: Date: 4/2/2015 lx x ly x t = 4.000 in. x 27.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, fc' = 3000 psi; h = 7.250 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or< No. 4 bar Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (c)) I :z I Ledger load should be 2200 lbs for 2 anchors->OK --r ;:::/ ll'/ > I ''4;;,;,?:,1\l<s(iZ-!i·r.;e ·~, __ j Input data and results must be checked for agreement with the existing conditi'!ll~ and fQr pla~~ibility! . Dl f PROFIS ArlaSE\Io.\ClboNooo1l51111ilfi~ FL-9494 Schaan Hilti is a registered1l~~FR!itt~lfi~~bl'f at orm Page 5 of20 4/2/2015 1:115.1 www.hilti.us Profis Anchor 2.5.0 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: E-Mail: 2 Proof I Utilization (Governing Cases) Loading Tension Shear Loading Proof Concrete Breakout Strength Steel Strength Combined tension and shear loads jJN 0.201 Date: Design values [lb] Load Capacity 1071 5319 997 4472 fJv 0.223 3 Warnings OK for increased shear load • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 4/2/2015 Utilization jJN I jJv [%] Status 21 /-OK -/23 OK Status OK • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditiQQp and !Qr pla~~ibility! . 1 Dl t' PROFIS ArGlil~lo.\oboblooo1J$J11Qli~ FL-9494 Schaan Hilti is a registerec111~iihla1Rr;litlllli~Grul~a~ a tOrm Page 6 of20 4/2/2015 Steel Beam •••••• Description : Strongback Design CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Load Combination ASCE 7-10 Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : E = 4.40 k@ 14.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0~720: 1 Section used for this span HSS6x4x3/8 Span= 27.0 ft HSS6x4x318 File-P:\SMITHC-1\PIZZAP-2\ENGINE-1\CALCUL -1\PIZZAP-1.EC6 ENERCALC, INC.1983-2015, Build:6.15.1.19, Ver:6.15.3.31 Fy : Steel Yield : E: Modulus: 46.0 ksi 29,000.0 ksi Platform load to -strong back Service loads entered. Load Factors will be applied for calculations. Design OK --------------Maximum Shear Stress Ratio = Mu : Applied 29.568 k-ft Section used for this span Vu: Applied 0.027: 1 HSS6x4x3/8 2.281 k 85.877 k +1.20D+0.50L +0.20S+E+1.60H 14.040 ft Span# 1 Mn * Phi :Allowable 41.055 k-ft Load Combination +1.20D+0.50L +0.20S+E+1.60H Location of maximum on span 14.040ft Span #where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 3.813 in 0.000 in 2.674 in 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M v maxMu + +1.40D+1.60H Dsgn. L = 27.00 It 0.000 +1.20D+0.50Lr+1.60L +1.60H Dsgn. L = 27.00 It 0.000 +1.20D+1.60L +0.50S+1.60H Dsgn. L = 27.00 It 0.000 +1.20D+1.60Lr+0.50L +1.60H Dsgn. L = 27.00 It 0.000 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 27.00 It 0.000 +1.20D+0.50L +1.60S+1.60H Dsgn. L = 27.00 It 0.000 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 27.00 It 0.000 +1.20D+0.50Lr+0.50L +W+1.60H Dsgn. L = 27.00 It 0.000 +1.20D+0.50L +0.50S+W+1.60H Dsgn. L = 27.00 It 0.000 +1.20D+0.50L +0.20S+E+1.60H Dsgn. L = 27.00 It 0.720 0.027 29.57 +0.90D+W+0.90H Ratio= Ratio= Ratio= Ratio= maxMu • Vn * Phi : Allowable Load Combination Location of maximum on span Span #where maximum occurs 84 0 <1.0 121 0 <1.0 Summary of Moment Values MuMax Mnx 45.62 45.62 45.62 45.62 45.62 45.62 45.62 45.62 45.62 29.57 45.62 Phi*Mnx Cb 41.06 1.00 41.06 1.00 41.06 1.00 41.06 1.00 41.06 1.00 41.06 1.00 41.06 1.00 41.06 1.00 41.06 1.00 41.06 1.33 Dsgn. L =~ OJ)b 5 +0.90D+E+~ 7 101~ No. 1510 A 0.000 Pizza Port Mechanical Platform 45.62 41.06 1.00 -------- Summary of Shear Values Rm VuMax Vnx Phi*Vnx 1.00 -0.00 95.42 85.88 1.00 -0.00 95.42 85.88 1.00 -0.00 95.42 85.88 1.00 -0.00 95.42 85.88 1.00 -0.00 95.42 85.88 1.00 -0.00 95.42 85.88 1.00 -0.00 95.42 85.88 1.00 -0.00 95.42 85.88 1.00 ·0.00 95.42 85.88 1.00 2.28 95.42 85.88 1.00 -0~ge fl6f2o 85.88 Description : Strong back Design Load Combination Segment Length Span# Dsgn. L = 27.00 ft 1 Overall Maximum Deflections Load Combination E Only Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+O. 750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L +0.450W+H +D+0.750L +0.750S+0.450W+H +D+0.750L +0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.600+0. 70E+0.60H DOnly Lr Only L Only S Only WOnly E Only H Only GSSI Job No. 15105A 4/2/2015 Max Stress Ratios M V 0.720 0.027 Span Support 1 2.119 1.112 1.483 1.112 1.483 2.119 Max."-" Defl 3.8201 Support 2 2.281 1.198 1.597 1.198 1.597 2.281 File= P:\SMITHC-1\PIZZAP-2\ENGINE-1\CALCUL -1\PIZZAP-1.EC6 1 ENERCALC, INC.1983-2015, Build:6.15.1.19, Ver:6.15.3.31 max Mu + 29.57 Summary of Moment Values max Mu -Mu Max Mnx Phi*Mnx 29.57 45.62 41.06 Location in Span Load Combination 13.770 Support notation : Far left is #1 Pizza Port Mechanical Platform Cb Rm 1.33 1.00 Summary of Shear Values VuMax Vnx Phi*Vnx 2.28 95.42 85.88 Max."+" Defl Location in Span 0.0000 Values in KIPS 0.000 Page 8 of20 Sheet Project:- GSSI No. - Structural Engineers Engr: - Overturning of Mechanical Equipment Design Parameters aP = 1.0 component ampflication factor Sos = 0.82 spectral acceleration, short period lp = 1.00 importance factor Rp = 2.5 Compon~nt response mod. factor Slab on grade? No z = 1 h = 1 ft. (ht. in structure of point of attachment), z=O @ grade ft. ( avg. roof ht.) z/h = 1.0 Fp = .4*aP*S08·Wp*(1+2*z/h)/(Rp/lp), (13.3-1) Fp(max) = 1.6*S08*1P*WP, (13.3-2) Fp(min) = 0.3*S08*1P*WP, (13.3-3) Fv = .2*SDS*Wp, (12.4.2.3) OTM = Fp*unit heighU2 Floor/Slab/Footing Loads RM = (.9-Fv)*Wt*unit width/2 Unit Size, feet Curb weight, width length height ht, in. lbs Future Chiller 3.75 18.5 4.2 5 3,200 10,000 10,001 10,002 10,003 10,004 10,005 OK-use bolts per 14/S 1.1 OK Q 0 per ASCE 7-10 2.50 Strength Design: .90 +1.0E Allow. Stress Design: .90 + 1.0E/1.4 SO or ASD? = FP = Fp(max) = Fp(min) = Fv = Fp Fv Strength Design 0.39 WP 1.31 Wp 0.25 Wp 0.16 Wp OTM RM ft-lbs ft-lbs Date 4/2/2015 Uplift, lbs 1,260 525 3,170 4,416 No uplift --- - --- - --- - - --- --- - --- - --- - GSSI Job No. 15105A 4/2/2015 2013 CBC ~~flr~~ ~igfl/cfa\9¥q>l:if13nient Ortho asce ch 13 Page 9 of20 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] Kwik Bolt TZ -CS 5/8 (4) het,act = 4.000 in., hnom = 4.438 in. Carbon Steel ESR-1917 5/1/2013\5/1/2015 design method ACI 318-11 I Mech. eb = 0.000 in. (no stand-off); t = 0.500 in. 1:115~1 Profis Anchor 2.4.6 Page: Project: Sub-Project I Pos. No.: Date: 3/4/2014 lx x ly x t = 3.000 in. x 3.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, fc' = 3000 psi; h = 6.000 in. hammer drilled hole, installation condition: dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (0.3.3.4.3 (d)) Shear load: yes (0.3.3.5.3 (a)) ' z: ' ' st ' Cfo ' ' ' ---_Y-- Input data and results must be checked for agreement with the existing conditi<jQ~ and !Qr pla~~ibility! , 1 PROFIS AnaliiE\Io.\czbolllooo1l5l111illi~ FL-9494 Schaan Hilti is a registerecMiil\illehlaiRr;l;tllfli~Q@,~el?latform Page 10 of20 4/2/2015 1:115~1 www.hilti.us Profis Anchor 2.4.6 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: E-Mail: 2 Proof I Utilization (Governing Cases) Loading Tension Shear Loading Proof Concrete Breakout Strength Steel Strength Combined tension and shear loads 3 Warnings jJN 0.028 • Please consider all details and hints/warnings given in the detailed report! Date: Design values [lb) Load Capacity 100 3631 100 494 flv ~ 0.020 5/3 Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 3/4/2014 Utilization IJN I !Jv [%) Status 3/-OK -/3 OK Utilization IJN,v [%) Status 1 OK single anchor load, max load to strongback is 4400 lbs-OK • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the Auto Update function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditi'fQ~ and f,Qr pla~'liiJility! . 1 f PROFIS Ar<a1iiE\Io..\<:!boNooo1l5flt!Dli~ FL-9494 Schaan Hilti is a registerecl11~iihlalil.r;lit111Ml\Q(ij!~al?lat orm Page 11 of 20 4/2/2015 ~ TYP WF-f'/tl..ftC rNJCI-liLLER WT•3200 LBS Lv'lt.""' (NJ L4x4x~ LEOO(ii)'T"P. PER S -···--·--. ... Sl.l > ..... ~ ~ i ..... z ,_ ~ ~ 3: EGl. v " EG!. I 13A ~~'T"P. Sl.l BLW~C.. ~ SP'' , .· ' // "' "' "' I ' (NJ I-IS&8x4~ ..... ~ ,<_~, -- ,"' 13 TYP. ,/ Sl.l 6Lii-l. I "' "' lL l TTl' LEV~F-IL EQ. c; w " -----------... I (NJ l'x;(..' WELDED STEEL / -CtRATINCi (S'·0' MAX. fi1 SPAN RATINCtJ -------l ~I .:...:..M-=-=E:::.....::C_H.:...:..A...;.:.N...:.....I_.;:..C_A_L_;_P_L_A_T_F_O_;_R.:...:..M_F_R_A_M_I_N_G_P.:...:..LA_N ___ 5 c_AL-E: 1 _ 14 .. =_ 1 ·-a---.. ~N)> FRAMINCt NOTES: "'::::?' I. ALL I-ISS BEAMS/ POSTS TO I-lAVE ~· CAP IE, T'T"P. U.O.N. 2. REFER ARCI-IITECTURAL FOR DIMENSIONS NOT NOTED. GSSI Job No. 15105A Pizza Port Mechanical Platform Page 12 of20 4/2/2015 ALT.6END~ ~ It PANEL 4 FOOTING FER PLAN (E) wall was designed to be cantilevered before (E) roof was added, 4.5 ft wide footing OK by inspection • • .3" CLR. TYF. FOR ITEMS NOT NOTED SEE EB J4ARDSCAFE · FER ARcJ4•L. ------ GSSI Job No. 15105A 4/2/2015 Pizza Port Mechanical Platform FOR ITEMS NOT NOTED SEE EB Page 13 of 20 Steel Beam File= P:\SMITHC-1\PIZZAP-2\ENGINE-1\CALCUL-1\PIZZAP-1.EC6 ENERCALC, INC. 1983-2015, Build:6.15.1.19, Ver:6.15.3.31 •••••• Description : Typical WF Joist CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Load Combination ASCE 7-10 Span= 20.0 ft W8x24 Fy : Steel Yield : E: Modulus: 50.0 ksi 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.010, L = 0.040 ksf, Tributary Width= 5.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0 .. 351 : 1 Section used for this span W8x24 Mu :Applied 20.446 k-ft Mn * Phi :Allowable 58.284 k-ft Load Combination +1.20D+0.50Lr+1.60L +1.60H --------- Maximum Shear Stress Ratio = Section used for this span Vu: Applied Vn * Phi : Allowable Load Combination Location of maximum on span 10.000ft Span #where maximum occurs Span # 1 Location of maximum on span Span #where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.302 in Ratio= 793 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.415 in Ratio= 579 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span# M v max Mu + maxMu-Mu Max Mnx Phi*Mnx Cb +1.40D+1.60H Dsgn. L = 20.00 It 0.089 0.018 5.19 5.19 64.76 58.28 1.14 +1.20D+0.50Lr+1.60L +1.60H Dsgn. L = 20.00 It 0.351 0.070 20.45 20.45 64.76 58.28 1.14 +1.20D+1.60L +0.50S+1.60H Dsgn. L = 20.00 It 0.351 0.070 20.45 20.45 64.76 58.28 1.14 +1.20D+1.60Lr+0.50L +1.60H Dsgn. L = 20.00 It 0.162 0.032 9.45 9.45 64.76 58.28 1.14 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 20.00 It 0.076 0.015 4.45 4.45 64.76 58.28 1.14 +1.20D+0.50L +1.60S+1.60H Dsgn. L = 20.00 It 0.162 0.032 9.45 9.45 64.76 58.28 1.14 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 20.00 It 0.076 0.015 4.45 4.45 64.76 58.28 1.14 +1.20D+0.50Lr+0.50L +W+1.60H Dsgn. L = 20.00 It 0.162 0.032 9.45 9.45 64.76 58.28 1.14 +1.20D+0.50L +0.50S+W+1.60H Dsgn. L = 20.00 It 0.162 0.032 9.45 9.45 64.76 58.28 1.14 +1.20D+0.50L +0.20S+E+1.60H Dsgn. L = 20.00 It 0.162 0.032 9.45 9.45 64.76 58.28 1.14 +0.90D+W+0.90H Dsgn. L = 20.00 It 1 0.057 0.011 3.33 3.33 64.76 58.28 1.14 +0.90D+E+&~ Dsgn. L-4/ !~if No. 1510\)A 0.057 0.011 P!Hf Port Mechanical ~.lfjform 64.76 58.28 1.14 Design OK ------------0.070: 1 W8x24 4.089 k 58.286 k +1.200+0.50Lr+1.60L +1.60H 0.000 ft Span# 1 Summary of Shear Values Rm VuMax Vnx Phi*Vnx 1.00 1.04 58.29 58.29 1.00 4.09 58.29 58.29 1.00 4.09 58.29 58.29 1.00 1.89 58.29 58.29 1.00 0.89 58.29 58.29 1.00 1.89 58.29 58.29 1.00 0.89 58.29 58.29 1.00 1.89 58.29 58.29 1.00 1.89 58.29 58.29 1.00 1.89 58.29 58.29 1.00 0.67 58.29 58.29 1.00 D,gyJe 145~~~0 58.29 Typical WF Joist Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+O. 750L +0.750S+H +D+0.60W+H +D+0.70E+H +D+O. 750Lr+0.750L +0.450W+H +D+0.750L +0.750S+0.450W+H +D+0.750L +0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly LrOnly L Only S Only WOnly E Only HOnly GSSI Job No. 15105A 4/2/2015 Span Support 1 2.741 0.445 0.741 2.741 0.741 0.741 2.241 2.241 0.741 0.741 2.241 2.241 2.241 0.445 0.445 0.741 2.000 Max. "·" Deft Location in Span Load Combination 0.4147 10.100 Support 2 2.741 0.445 0.741 2.741 0.741 0.741 2.241 2.241 0.741 0.741 2.241 2.241 2.241 0.445 0.445 0.741 2.000 Support notation : Far left is #1 Pizza Port Mechanical Platform File= P:\SMITHC-1\PIZZAP-2\ENGINE-1\CALCUL -1\PIZZAP-1.EC6 ENERCALC, INC. 1983·2015, Build:6.15.1.19, Ver:6.15.3.31 Max. "+" Dell 0.0000 Values in KIPS Location in Span 0.000 Page 15 of20 File= P:\SMITHC-1\PIZZAP-2\ENGINE-1\CALCUL -1\PIZZAP-1 .EC6 ENERCALC, INC. 1983-2015, Build:6.15.1.19, Ver:6.15.3.31 Description : HSS Girder CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Load Combination ASCE 7-10 Fy : Steel Yield : E: Modulus: 46.0 ksi 29,000.0 ksi f D(1),L(2) D(1) 1 L(2) 0(1)it(2) 0(1),L(2) T 0(1)1L(2) 0(1'*'-(2) 0(0.080) ---'-----. --~----·_____! . L___ _ __ y ----~---~·----------------sp;;;,. 15.0ft -------~1oft LI.l~-·' ·_. _. _. ~· . Span " ful ft Span " 15.0 ft HSS8x4x1/4 HSS8x4x1/4 HSS8x4x1/4 HSS8x4x114 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans ... Uniform Load on ALL spans : D = 0.080 k/ft Load(s) for Span Number 2 Point Load : D = 1.0, L = 2.0 k@ 5.0 ft Point Load: D = 1.0, L = 2.0 k@ 10.0 ft Load(s) for Span Number 3 Point Load : D = 1.0, L = 2.0 k@ 5.0 ft Point Load: D = 1.0, L = 2.0 k@ 10.0 ft Point Load: D = 1.0, L = 2.0 k@ 0.0 ft Load(s) for Span Number 4 Point Load : D = 1.0, L = 2.0 k@ 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0 .. 545: 1 Section used for this span HSS8x4x1/4 Mu :Applied 25.011 k-ft Maximum Shear Stress Ratio = Section used for this span Vu: Applied 0.082: 1 HSS8x4x1/4 6.954 k 84.512 k Mn * Phi :Allowable 45.885 k-ft Load CombinatiM~OD+0.50Lr+1.60L +1.60H, LL Comb Run (*LL *) Location of maximum on span 15.000ft Span #where maximum occurs Span # 2 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.256 in Ratio= -0.054 in Ratio= 0.37 4 in Ratio = -0.082 in Ratio= Maximum Forces & Stresses for Load Combinations Vn * Phi : Allowable Load CombinaMr20D+0.50Lr+1.60L +1.60H, LL Comb Run (*LL*) Location of maximum on span 15.000 ft Span # where maximum occurs Span # 2 702 441 482 292 Load Combination Max Stress Ratios -----~----~~--~~--------~--~=-~-Summary of Moment Values Summary of Shear Values Segment Length Span# M v maxMu + maxMu-Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn. L = 1.00 It 1 0.002 0.021 -0.07 0.07 50.98 45.89 1.00 1.00 1.74 93.90 84.51 Dsgn. L = 15.00 It 2 0.229 0.037 6.84 -10.51 10.51 50.98 45.89 2.03 1.00 3.14 93.90 84.51 Dsgn. L = 15.00 It 3 0.229 0.036 5.93 -10.51 10.51 50.98 45.89 2.19 1.00 3.04 93.90 84.51 Dsgn. L = 1.00 It 4 0.032 0.018 -1.47 1.47 50.98 45.89 1.00 1.00 1.54 93.90 84.51 +1 .20D+0.50Lr+1 .60L +1 .60H, LL Comb Dsgn. L = 1.00 It 1 0.001 0.018 -0.06 0.06 50.98 45.89 1.00 1.00 1.55 93.90 84.51 Dsgn. L = 15.00 It 2 0.179 0.031 6.14 -8.21 8.21 50.98 45.89 1.79 1.00 2.63 93.90 84.51 Dsgn. L = 15.00 It 3 0.179 0.053 3.27 -8.21 8.21 50.98 45.89 2.67 1.00 4.52 93.90 84.51 Dsgn. L = 1.00 It 4 0.097 0.053 -4.46 4.46 50.98 45.89 1.00 1.00 4.52 93.90 84.51 +1 .20D+0.50Lr+1 .60L +1 .60H, LL Comb Dsgn. L = 1.00 It 1 0.001 0.011 -0.~ ~.06 50.98 45.89 1.00 1.00 ~96 93~ 84.51 Dsgn. L GSffi!OO<fP No. 151 O~A 0.371 0.075 P!f.~<!l Port JW: anical1 .~form 50.98 45.89 3.00 1.00 §~e 16:J!l 0 84.51 Dsgn. L 4/2f~.~a !A: 3 0.399 0.075 18.30 -17.01 18.30 50.98 45.89 1.36 1.00 6.34 93.90 84.51 WELDED STEEL GRATING hen selecting a bar grating product, consider Welded Steel Grating first. IJsllaliY om most economical products, they provi(ie a comfortable walk- ing surface with nearly 80 percent open area. TIIis, combined with the positive welded cross bar/bearing bar intersection,.make these prOducts our most popular. Manufactured from ASTMA-1011 carbon steel, welded gratings are reeommended for nearly all industrial flooring applications. to specify welded steel grating, first specify the type of grating from the adjacent table. In the instance of standard welded grating, .the "W" indicates the assembly of the grating shall be Welded consti;tction, the "19" in<J.icates that the bearing bars shall be 19/16's(l-3/16) inches on center, and the "4".indic&tes that the cross bars shall be spaced at 4 inches on center. Following selection of the type of grating, con· suit the load table bell)W to select the appropriate bearing bar size forthe loads and spans to be serviced. Proper designation for standard welded grating with 1" x 3/16" bearing bars iS indicated W-19-4 1" x 3/16". SELECTION GUIDE: 19·4 PLAIN SURFACE GRATING TABLE OF STANDARD WEI.DED GRATING OTHERIAR SPAONGS AVAILABLE ADA CONFORMING SPAaNGS ~ SPACINGS AVAILABLE , ... E TYI'EW·IN ''··sEEE TrPCW·19·2 · ~··:.S TYI'EW·lH %·sa TYI'EW-15-2 D 11,{611 TYI'E W· ·~·~ TYPE W·ll-2 . . 6.4 6.9 ~.9 6.2 8.4 9.2 7.4 7.8 10.0 11.2 8.4 9.2 12.5 13.7 14.1 15.7 15.7 17.8 17.4 19.8 2L8 Standard Welded Grating with bearing bars spaced at 1-3/16" on cenier and cross bars Jlt 4~-on~cf11ter. 'The wo~hon•e iif.industrii41 nocring pro.ilu:fs s.erVi,lg a multitude of applialfion~. B~·tnili,'{.J:ms spaced ~t 1.·3(16" m: cetdtr a~d dO$e $pat~ .t:roSs bar,s al 2!' on_center. Preferred (Or sboir $~ tuid whei'e wmll Wheeled Carl$ must s/noothly fht$$ cl.oer I.IJe grating. Btf!ring.bars ${1(1Ui1nt lS/)6n on center with CfVSj ban at 4~ on qmtc1. Pruvidt.s additional floor surfdtc 11n>~ and lnaea5ts loa(l capacity by 26% when compmtd ty stnndard·$paced ~Jtcts, JJ<Pring bar,< spaced at iS!lii 011 .:e11ter and tlose spm,-ed cr<Js~ bars at 2" tm renter. Yields the dua1 odwmtage ~r dost~: spaad bearing btm RYU1 cross bar.s. The bar·sJ1'!dngs on ~'pes W-11-4 and W-IJ-2 botl1 ronfvrm Willi ll~e rl$1d provislo~s ofthe AnierlcaiJS witl~ DiSdbilitie5 Act. When sped/Yillg gratl"!'' to comply with APA requirements, itis aitkal to specify tilat the bearing bars spm1 "pttpcnt,timlar to the trorm,JI flow of ,traffic.~" 7.7 9.2 10.0 14.5 16 .. 0 7.1 8.2 9.0 12.9 14.2 10.2 12.1 13.1 19.4 21.3 8.8 10.3 11.3 15.8 17.1 12.2 14.9 15.9 23.8 25.7 10.2 12.1 13.1 IS.S 20;0 15.1 18.1 19.6 28.1 30.1 17.1 20:9 22.3 32.5 34.4 19.2 23.7 25.1 36.9 38.8 21.2 26.5 27.9 41.3 43.2 23.3 29.2 30.7 45.6 47.5 Forrlef~ecl:ion of not more tha"n l/4"When su~~jected to the,severest of the follo_wing: (i) the unifonnJoads be10Wi (2) und~rconcentrated mld.-span loads of 300 ltis. up to 6'.0" span; or~) 400 lbs . .for spans 61~" .and over. SAFE UNifOIIM LOAD LBS./SQ, Ff. 50 75 1/1(1 125 ISO aiD 31111 .·~ ~ ~ 2':-6" 1 X l/8 l ~ 118' l X J/8 I X 118 l X 118 I 1< l]S 1 X liB 3'.(1" 3'-6" 1 X l/8 IX 1/8 1 X 1/S 1 X \16 I X J/8 l x.l/8' 1 X 1/8 1 X 1/8 l X 1/8 1 X l/8 1.x 118 1 X l/8 lx3iJ6 I X 3/16 iiiGRATING PACIFIC GSSI Job No. 15105A 4/2/2015 4'.(1" 4'-6" 5'-8" 5'-6" IX·l/8 1 X 3/16 l '114 X 1/8 1-l/4X3/16 1 X 1/8 1x3/16 l·l/4 X 1/8 1·1/4 X 3/)6 1x1/8 l X 3/16 1-1/4 X 1/8 1-l/4. 3/16 1 Xl/8 1•1/~X 1/8 l-J/4 X 3{\6 l-1/hl/8 J X 3/16 1-1/hl/8 M{4x3/16 l-1/2x 3/16 1-1/4 X 1/8 1•1/4 X 3/lb 1·1/2 X 3/16 1·3/4 X 3/16 J.JJ4 X 3/16 ·1 2 X 3iJ6 l-3i4x316 2',x 3 16 Service. Quality. R~liability. Pizza Port Mechanical Platform 6'-D" H/Zx 3/16 hl/2 X 3/16 1·ll2x 3/16 l-1/2x 3/16 1·3/4 X 3/16 l-3/4. 3/l6 2x3 16 6'-6" 7'-D" 8'..0" 9~0" 1-~/4x 311!5 1·3/4.x .1/16 2 x31!6 2-l/4X 3/16 1-3/h 3/J6 1-3/4 X 3/16 2x3/16 2-1/4<3/lb 1·3/4 X 3/!6 1'3/4 X ~/16 2-1/4 X 3/16 2·1/2. 3/16 1-3/4.• .3/16 2x:3/16 Z.1/h3/16 - 1'3i4 x.;J/16 2X"3/!6 2-1/2 X 3/16 - 2x3/16 2-l/4 X 3/16 - 2·illl<W6 '1:-1/2 X 3 16 -- www .gratin gpa cl fl c. com Page 17 of20 • Project: Engr: ASCE 7-10 Wind Lateral Design Analysis For Free Standing Walls and Signs Directionally Independent: Design Parameters: Building Category = II Importance Factor, I = 1.00 Basic Wind Speed (3-sec, mph), V = 110 Exposure Category = C Directionality Factor, ~ = 0.85 w= Top of Wall/Sign Elevation (h) 22 ft Height of Wall/Sign (s) 8 ft Wall Width (B) 30 ft Percent Of Wall Open 0% s/h 0.363636 B/s 3.8 Sheet No. Project No.: Date: 4/2/2015 C1 Ref Figure 6-20 For Cf Value-Enter Below Velocity Pressure Exposure Coefficient: C1 1.8 Enter Cf Value Here from figure 6-20 a= 9.5 Zg = 900 ft Structure Height (ft) 15 20 22 22 22 22 K2 = 2.01*(z/Zg) "= 0.85 0.90 0.92 0.92 0.92 0.92 Topographic Factor: 12-D Escarpl X 2-D Ridge ._I _....:...:., _ _. 3-D Hill I Elevation Change, H = Crest to Mid-Height, Lh = Dist from Crest, x = Kt= K2 = 1 -(lxi/J.lLh) = Structure Height (ft K3 = e ·r Kzt = (1 + Kt K2 K3)2 = Velocity Pressure: Structure Height (ft Wall/Fence Forces: Wall/Fence Pressure Pressure with openings Total Load to Wall/Sign GSSI Job No. 15105A 4/2/2015 0 0.5 0 0.00 0.00 1.00 15 0.00 1.00 15 22.35 ft <15ft Topographic Factor NOT Required ft ft Downwind of Crest? I No < 0.2 Topographic Factor NOT Required y= 3.0 J.l= 1.5 20 22 22 22 22 0.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 20 22 22 22 22 23.75 24.23 24.23 24.23 24.23 G Ct p= qhGCt EQ 6-271 0.85 1.8 43.61 Percent Open 0% 43.61 Area 240 ft" 10.47 Pizza Port Mechanical Platform 22 0.92 ("X" One Box) (Yes or No) lpsf psf 22 0.00 1.00 22 24.23 psf kips Page 18 of20 Description : Mechanical Screen Post CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Load Combination ASCE 7-10 File= P:\SMITHC-1\PIZZAP-2\ENGINE-1\CALCUL -1\PIZZAP-1.EC6 ENERCALC, INC.1983-2015, Build:6.15.1.19, Ver:6.15.3.31 Fy : Steel Yield : E: Modulus: 46.0 ksi 29,000.0 ksi Span= 6.50 It Applied Loads Beam self weight NOT intern culated and added Uniform Load : W = 0.0440 ksf, Tributary Width= 8.0 ft DESIGN SUMMARY -------- 44 psf wind load, max trib is 7 ft -OK Service loads entered. Load Factors will be applied for calculations. Design OK ------- Maximum Bending Stress Ratio = 0.460: 1 Maximum Shear Stress Ratio = 0~060-: 1 Section used for this span HSS4x4x1/4 Section used for this span HSS4x4x1/4 Mu: Applied 7.436 k-ft Vu: Applied 2.288 k Mn * Phi : Allowable 16.181 k-ft Vn * Phi : Allowable 38.211 k Load Combination +1.20D+0.50Lr+0.50L +W+1.60H Load Combination +1.20D+0.50Lr+0.50L +W+1.60H Location of maximum on span O.OOOft Location of maximum on span 0.000 ft Span #where maximum occurs Span# 1 Span #where maximum occurs Span# 1 Maximum Deflection Max Downward Transient Deflection 0.598 in Ratio= 260 Max Upward Transient Deflection 0.000 in Ratio= 0 <240 Max Downward Total Deflection 0.359 in Ratio= 435 Max Upward Total Deflection 0.000 in Ratio= 0 <180 ----------- Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M v max Mu + max Mu-MuMax Mnx Phi'Mnx Cb Rm VuMax Vnx Phi'Vnx +1.40D+1.60H Dsgn. L = 6.50 It 0.000 17.98 16.18 1.00 1.00 -0.00 42.46 38.21 +1.20D+0.50Lr+1.60L +1.60H Dsgn. L = 6.50 It 0.000 17.98 16.18 1.00 1.00 -0.00 42.46 38.21 +1.20D+1.60L +0.50S+1.60H Dsgn. L = 6.50 It 0.000 17.98 16.18 1.00 1.00 -0.00 42.46 38.21 +1.200+1.60Lr+0.50L +1.60H Dsgn. L = 6.50 It 0.000 17.98 16.18 1.00 1.00 -0.00 42.46 38.21 +1.200+1.60Lr+0.50W+1.60H Dsgn. L = 6.50 It 0.230 0.030 -3.72 3.72 17.98 16.18 1.00 1.00 1.14 42.46 38.21 +1.20D+0.50L +1.60S+1.60H Dsgn. L = 6.50 It 0.000 17.98 16.18 1.00 1.00 -0.00 42.46 38.21 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 6.50 It 0.230 0.030 -3.72 3.72 17.98 16.18 1.00 1.00 1.14 42.46 38.21 +1.20D+0.50Lr+0.50L +W+1.60H Dsgn. L = 6.50ft 0.460 0.060 -7.44 7.44 17.98 16.18 1.00 1.00 2.29 42.46 38.21 +1.20D+0.50L +0.50S+W+1.60H Dsgn. L = 6.50 It 0.460 0.060 -7.44 7.44 17.98 16.18 1.00 1.00 2.29 42.46 38.21 +1.20D+0.50L +0.20S+E+1.60H Dsgn. L = 6.50 It 0.000 17.98 16.18 1.00 1.00 -0.00 42.46 38.21 +0.90D+W+0.90H Dsgn. L = 6.50 It 1 0.460 0.060 -7.44 7.44 17.98 16.18 1.00 1.00 2.29 42.46 38.21 +0 90D+E+~~% Pizza Port Mechanical Platform -ll.~@e 1942~4~0 ·Dsgn L _ ~~b No. 1510?A 0.000 17.98 16.18 1.00 1.00 38.21 . 4/2 2 1 Description : Mechanical Screen Post Overall Maximum Deflections Load Combination WOnly Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+O. 750L +0.750S+H Span Support 1 2.288 1.030 +D+0.60W+H 1.373 +D+0.70E+H +D+O. 750Lr+O. 750L +0.450W+H 1.030 +D+0.750L +0. 750S+0.450W+H 1.030 +D+0.750L +0.750S+0.5250E+H +0.60D+0.60W+0.60H 1.373 +0.60D+0.70E+0.60H D Only LrOnly L Only SOnly WOnly 2.288 E Only H Only GSSI Job No. 15105A 4/2/2015 Max."-" Deft Location in Span Load Combination 0.5980 6.500 Support notation : Far left is #1 Support 2 Pizza Port Mechanical Platform File= P:\SMITHC-1\PIZZAP-2\ENGINE-1\CALCUL-1\PIZZAP-1.EC6 1 ENERCALC, INC.1983-2015, Build:6.15.1.19, Ver:6.15.3.31 Max. "+" Dell 0.0000 Values in KIPS Location in Span 0.000 Page 20 of 20 OFFICE USE ONLY RECORDID# __________________ ~ SAN DIEGO REGIONAL HHMBP# ____________________ ~ HAZARDOUS MATERIALS QUESTIONNAIRE BPDATE ____ ~--~---- PIZZA PORT Project Address 2 7 3 0 GATEWAY ROAD Business Contact Telephone# SEAN FARRELL (760)717-3535 c·ty 1 CARLSBAD State CA Zip Code 9 2 O O 9 APN# 213-263-24,25,26 Mailing Address City State Zip Code Plan File# Project Contact Telephone# JAIME RAMIREZ (858) 793-4777 The following questions represent the facility's activities, NOT the specific project description. PART 1: FIRE DEPARTMENT-HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not reguirec:. for projects within the City of San Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): 1. Explosive or Blasting Agents 5. Organic Peroxides 9. 13. Corrosives 2. Compressed Gases 6. Oxidizers 10. Water Reactives Cryogenics 14. Other Health Hazards 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials Radioactives 15. None of These. 4. Flammable Solids 8. Unstable Reactives 12. PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH-HAZARDOUS MATERIALS DIVISION !HMO): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 170, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED. Project Completion Date: Expected Date of Occupancy: 0 CaiARP Exempt I 1. 2. 3. 4. 5. 6. 7. 8. YES NO (for new construction or remodeling projects) Is your business listed on the reverse side of this form? (check all that apply). D ~ D ~ D !XI Will your business dispose of Hazardous Substances or Medical Waste in any amount? Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? D D D D D !XI Will your business store or handle carcinogens/reproductive toxins in any quantity? ~ Will your business use an existing or install an underground storage tank? ~ Will your business store or handle Regulated Substances (CaiARP)? !XI Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 1Z1 Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1 ,320 gallons? (California's Aboveground Petroleum Storage Act). Date Initials D CaiARP Required I Date Initials D CaiARP Complete I Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT IAPCDl: If the answer to Question #1 below is no or the answer to any of the Questions #2-5 is yes, applicant must contact the APCD at 10124 Old Grove Road, San Diego, CA 92131-1649 or telephone (858) 586-2600 prior to the issuance of a building or demolition permit. If the answer to questions #4 or #5 is yes, applicant must also submit an asbestos notification form to the APCD at least 10 working days prior to commencing demolition or renovation. (Some residential projects may be exempt from the notification requirements. Contact the APCD for more information.) YES 1. D 2. D 3. D 4. D 5. D NO lXI ~ D ~ Has a survey been performed to determine the presence of Asbestos Containing Materials? Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at http://www.sdapcd.org/info/facts/permits.pdf, and the list of typical equipment requiring an APCD permit on the reverse side of this from. Contact APCD if you have any questions). (ANSWER ONLY IF QUESTION 1 IS YES) Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? (Search the California School Directory at http://www.cde.ca.gov/re/sd/ for public and private schools or contact the appropriate school district). Will there be renovation that involves handling of any friable asbestos materials, or disturbing any material that contains non-friable asbestos? Will there be demolition involvinQ the removal of a load supportinQ structural member? Briefly describe business activities: Briefly describe proposed project: RESTAURANT & BREWERY RESTAURANT & BREWERY I declare under pen1,_t~ • n<>ri'"'' tl=.t..to the best of my knowledge and b~lief ftt~o~ n:!.a<:!_e }1~re true and correct. /1 -/ , JAI ~\1-- Name of Owne/"" Autho ized Ag~JI Signature of Owner or Authorized Agent 1 I OfR I /J Date FOR OFFICAL USE ONLY: FIREDEPA~MENTOCCUPANCYCLASSIFI~ION: ____________________________________________________________ ~ BY· DATE· I I EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO* APCO COUNTY-HMO APCO COUNTY-HMO APCO * . . A stamp 1n th1s box only exempts bus1nesses from complet1ng or updatmg a Hazardous Matenals Busmess Plan. Other perm1ttmg reqwrements may st1ll apply . HM-9171 (03/14) County of San Diego-DEH-Hazardous Materials Division INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY Date~ Business Name PIZZA PORT Street Address_22,3 ~~~~~~-A_Y_R_O_A_D _________ _ Email Address SEAN®PIZZAPORT. COM . --·~·-~·~~~-~---,~·~-~~----·-------------- PLEASE GI1ECK liERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SlOE CHECK TYPE OF BUSINESS) 0 Check all below that are present at your facility: · · Acid Cleaning Assembly Automotive Repair Battery Manufacturing Biofuel Manufacturing Biotech Laboratory Bulk Chemical Storage Car Wash Chemical Manufacturing Chemical Purification Dry Creanlng Electrical Component Manufacturing Fertilfzer Manufacturing Film 1 X-ray Processing Food Processing Glass t'V1anufacturlng Industrial Laundry lnl< Manufacturing Laboratory Machining I Milling Manufacturing Membrane Manufacturing (i.e. water filler membranes} Metal Casting l Forming Metal Fabrication Metal Finishing Electroplating Electroless plating Anodizing Coatfng (Le. phosphating) Chemical Etching I Milling Printed Circuit Board Manufacturing Metal Powders Forming Nutritional Supplement I Vitamin Manufacturing Painting I Finishing Paint Manufacturing Personal Care Products Manufacturing Pesticide Manufacturing I Pacl<aging Pharmaceutical Manufacturing (including precursors} Porcelain Enameling Power Generation Print Shop Research and Development Rubber Manufacturing Semiconductor Manufacturing Soap I Detergent Manufacturing \llfaste Treatment! Storage l ... ~~---~-···---···---·----------'---·-·--·~---'·······~---············~·-····'"'''"''~''""'''•·-----·---'--------------·-·-·-·- SIC COde{s) (if known):------------"~~--~"~~·~ .. ~·~""~·~···""~·-~--- Brief description of business activities (Production I Manufacturing Operations): __ .-~-~~ ... -.. ,., .• _ .... ,,~ Description of operations generating wastewater (discharged to sewer, hauled or evaporated): Estimated volume of induslrlai vvastewater to be discharged (gal/ day): ------·=---~--~,-~--, List hazardous wastes generated (type I volume):~~-~·~ Date operation began/or will begin at this loCcltion,: ,,,.,,~~--------------- Have yc;u applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes No If yes, when: ______ ·---~~~---~~~------·------------- Site Cc.)ntact :,_ >Et\CJ F:~r-e\ l ,,.,,,Jitte,,,.~--~-""''·----. Signature,""'''"~---~-~"--·----Phone No.--==r:~:ILJ.,-'~ ENCINA WASTEWATER 1\UTHOR!TY, 6200 Avenida Encinas Carlsbad, CA 92011 (760)438-3941 ' FAX: (760) 476·9852 «~' ~ CITY OF PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Building@carlsbadca.gov CARLSBAD B-18 Project Address: Permit No.: Information provided below refers to worR being done on the above mentioned permit only. This form must be completed and returned to the Building Division before the permit can be issued. B-18 Building Dept. Fax: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains ....................................................... ~ New building sewer line? ......................................................................................... Yes __ No~ Number of new roof drains? ............................................................................................................... _0_ Install/alter water line? ......................................................................................................................... _0_ Number of new water heaters? ........................................................................................................ . 0 Number of new, relocated or replaced gas outlets? .................................................................... _0_ Number of new hose bibs? ................................................................................................................ .. Residential Permits: New/expanded service: Number of new amps: -------- Minor Remodel only: Yes__ No Commercial/Industrial: Tenant Improvement: Number of existing amps involved in this project: Number of new amps involved in this project: New Construction: Amps per Panel: 4400 0 0 Single Phase ............................................................... Number of new amperes _______ _ Three Phase ................................................................. Number of new amperes _______ _ Three Phase 480 ........................................................ Number of new amperes _______ _ Number of new furnaces, A/C, or heat pumps? ............................................................................ _o_ New or relocated duct worl?? .......................................................................... Yes No 0 Number of new fireplaces? ................................................................................................................. _o_ Number of new exhaust fans?............................................................................................................ 0 Relocate/install vent? ........................................................................................................................... . Number of new exhaust hoods? ....................................................................................................... . Number of new boilers or compressors? ........................................................... Number of HP 0 0 0 Page 1 of 1 Rev. 03/09 Print Date: 06/05/2018 Job Address: PermitType: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 2730 Gateway Rd BLDG-Migrated 2132632700 $ 0.00 Permit Work Class: BLDG-Migrated Lot#: Reference#: Construction Type Bathrooms: Orig. Plan Check#: Plan Check#: Status: Applied: Issued: Permit Finaled: Inspector: Final Inspection: (city of Carlsbad Permit No: PCR16056 Closed -Finaled 03/25/2016 04/04/2016 06/05/2018 Description: PCR -PIZZA PORT=ADD CHILLER TO SCOPE OF WORK AND REVISE ELEC/MECH/STRUCT FEE AMOUNT Total Fees: Total Payments To Date : Balance Due: Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov {city of Carlsbad PLAN CHECK REVISION APPLICATION 8-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. pe_Q. i (.eD SJo Original Plan Check No. C8 JS l 0~ Project Address z~ Gc:>:l-e, -~ "12d, . Date a. \"S . \to Contact~~~..-,e:.z Ph 1 ~ ·Y \ (1 Fai;oo~ ·L.\1"o"l .:sc..a...-so Email?~r-~&l -~ Contact Address R:;,~ ~~~ City "'SC) Zip 9~ -:::L~ ---;D.--. ~ .. \"2.."S General Scope of Work Original plans prepared by an architect or engineer. revisions must be signed & stamped by that person. 1 . Elements revised: ~ Plans D Calculations D Soils D Energy D Other 2. Describe revisions in detail 3. List page(s) where each revision is shown _p....\ ,-KL \'""S\ ~, Ho.\, 1.\,12., 51. \ , \ ."2- "5~ 4. List revised sheets that replace existin sheets 11 .\ nG?1 ~:::::, "$\,\ ~.--z.. 5. Does this revision, in any way, alter the exterior of the project? O Yes 6. Does this revision add ANY new floor area(s)? 0 Yes ~ No ~No 7. Does this revision affect any fire related issues? O Yes '1tJ.. No 8. Is this a complete set? ~ Yes ~ No £$'Signature ~, '-¢>1,o~ 1635 Faraday Avenue. Carlsbad, CA 92008 fll: 760-602-2719 .Ea1!;: 760-602-8558 fmait building@carlsbadca.gov www.carlsbadca.gov EsGil Corporation In <Partnersnip witn qovemment for ([JuiWino Safety DATE: MAR. 31, 2016 D APPLICANT i3--:l11R IS. JURISDICTION: CARLSBAD D PLAN REVIEWER D FILE PLAN CHECK NO.: 15-1026 (REV. #1) -NEW PCR #16-056 _SETI PROJECT ADDRESS: 2730 GATEWAY ROAD PROJECT NAME: CHILLER PLATFORM FOR PIZZA PORT ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contactedy--Telephone#: Date contacted:--(Q'ig) Email: Mail Telephone Fax -~erson ~ REMARKS: Plan revisions addition of Sheets E-1, M0.1, M1.1, M1 .2 & M2.1 are under this permit. '[The installation of chillers is not covered under this permit]. CITY NOTE: APPLICANT TO ADD THE RED LINED NOTE ON THE TITLE SHEET AND A 1 TO REMAINING SETS. By: ALI SADRE, S.E. Enclosures: EsGil Corporation D GA D EJ D MB D PC 3/29 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 .. ' . . [DO NOT PAY -THIS IS NOT AN INVOICE} VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD NEW PCR #16-056 PLAN CHECK NO.: 15-1026 (REV. #1) - PREPARED BY: ALI SADRE, S.E. DATE: MAR. 31, 2016 BUILDING ADDRESS: 2730 GATEWAY ROAD BUILDING OCCUPANCY: A2/B/Fl/S1; 111-B/SPR. BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier CHILLER 622 PLATFORM INSTALLATION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance ------------ Bl . P rmit Fee b Ordinance dg e y .... Plan Check Fee by Ordinance -~~--.;.;·J Type of Review: D Complete Review D Repetitive Fee r· ~-~--~~] Repeats ! ______ ... " Based on hourly rate Comments: PLAN CHANGES. D Other Hourly 0 EsGil Fee Reg. VALUE Mod. o Structural Only 21 Hrs.@• >----$1_1_6-.0--tO ~---~ ($) $290.00! $232.001 Sheet 1 of 1 macvalue.doc + «~ ¥ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 03/31/201PROJECT NAME: PIZZA PORT CHILLER PROJECT ID: PCR16056 PLAN CHECK NO: 1 SET#:l ADDRESS: 2730 GATEWAY RD APN: VALUATION: APPLICANT CONTACT: JAMER@SCA-SD.COM Tlis plan check review transmittal is to notify you of clearance by: LAND DEVELOPMENT ENGINEERING DIVISION Final Impe c tion by the Construction & Inspection Division is required: Yes No X ~ For status from a division not marked below, please call 760-602-2719 D This plan check review is N<I'COMPLBTB Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov LAND DEVELOPMENT ENG. 76()..802-2750 Kathleen Lawrence 760-602-27 41 Kathleen.Lawrence@carlsbadca.gov D Linda Ontiveros 760 -602-2773 linda.Ontiveros@carlsbadca.gov VALRAY MARSHALL 760-602-2741 VALRA Y .MARSHALL@CARLSBADCA.GOV Greg Ryan 760-602-4663 Gregory. Rya n@ca rlsbadca. gov Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: NO CHANGE/ FEE JUST ADDING CHILLER TO EXISTING PLANS TO ADD THE PLATFORM FOR THE CHILLER. "". . ~GSSI Structural Engineers Calculations for: 15105A Pizza Port Brewery Mechanical Platform San Diego, CA SMITH CONSUL TING ARCHITECTS 12220 El Camino Real, Suite 200 San Diego, CA 92130 Phone: 858.793.4777 April 2, 2015 ' PCf\!bOSb , .. 1/J,cj C'6 ! 5 I OJ 0 ""· ' tGSSI Structural Engineers SCOPE OF WORK: The project consists of a new mechanical platform on top of an existing mechanical yard. The new platform will be vertically supported by the existing concrete tilt-up panels and existing HSS columns. Laterally the platform will supported by the concrete panels. GSSI Job No. 15105A 4/2/2015 Pizza Port Mechanical Platform Page 1 of 20 1/ 11 Y ir==i . ===a=e=s;==v===ci,=====~i ----i - --·----_ 1__,' -_j;\ "® ~ ® ® ·~~ ----~-Jl_J_J i I €) © new mechanical roof added above (E) low roof GSSI }ho. 15105A 4/2/2015 0 , I I , , I I , 0 ----i----~--t----0) ' , I I , I 0 1/--~ -~, -1-----0) ' I ' I 1~~~¥c==©~==~I __ -@ 0 e -----e Page 2 of 20 ~GSSI SU~<\Ut~! !~R,.~co,. Sheet. ___ _ Project _____ _ GSSINo. __ _ Eng New Mechanical Platform ---- Date ____ _ DESIGN LOADS Platform DEAD LOADS lnsf\ Steel Gratina 8 Beams and Girders - misc steel 2 L Dead Loads 10.0 L Seismic Dead Loads 600 sa ft platform Dead Load Access Load 40 Wind Screen DEAD LOADS (psfl Steel Deck 2 Stringers/Headers - misc steel 8 L Dead Loads 10.0 8 ft tall line Load 80 50 feet of wall 4000 New Chiller Max Weight 3200 Future Chiller Max Weight 3200 Elements Loads: aP RP 2.5 Sos 0.817 Ip 1.0 z 1.0 h 1.0 Total Seismic Dead Load 22.40 I Seismic Load 8.78 IDSf} 10.0 20.0 12000.0 psf plf bs I lbs lbs ft ft Kips <----self weight for members design Use 10 psf for seismic design psf psf lbs psf <-Note-Mechanical units weigh 36 psf design platform for 40 psf Live Load->OK Fp 0.392 Fp 0.275 LRFD ASD Kips LRFD GSSI Job No. 15105A 4/212015 Pizza Port Mechanical Platform Page 3 of 20 I I 6/\r?;z:-i,,~ -) : I EQ. EQ. j j 4,yf-- 1 i /NJ HSS4x4.V. , , t MECH'L SCREEN POST, TYF. 6LI-I. ! ,,@TYF ! 1 ;@~.I TYF. 1 , fj:.I I / 1c. I / /NJ H558x4.V. I • L/ ({ tiriJ;'-io~,-~.,,,=, ==.;IF/ ~~~~I ="ii'=~,:r-1 <:: --' ------- ', ~ ~ ',,, !I! ij wti ~ /NJ I'~' I-IELDED STEEL :,: ~ GFIATIN(; /5'·0' MAX. ',~ ~ &PAN RATING) / ' (NJ W8x24 ~/ TYF. 13 • 51.1 :, / /NJ CHILLER ~ I-IT,3200 L65 I /NJ L4x4xl{. LEDGQ;)YF. FER 5 -----51.1 / ' '_ .. ,· ' lL , / , , , , / I 51.2 ( I , - ,illTYF. ~ ' ti', ~----------- w \ ... , -------,/ 'o--------J ti· w p!lqF.; WfifJ 1t} '41l=~=\c,~--1..Rg;,";s~~.,~-n~Q~r:~fl.;,.,~~~ ~,r, H553x3.V. 6FIACE 6ELOI-I FLATF0"'1 RJTURE CHILLER I-IT,3100 L6S ·-~}TYF. I 0 / ~ ! MECHANICAL PLATFORM FRAMING PLAN A SCALE: 1/4"=1'-0" <(IN) V FRAMING NOTE§, I. ALL H55 6EAM5/ F05T5 TO HAVE .I',' CAP IE. TYF. U.O.N. l. REFER ARCHITECTURAL FOR DIMENSION& NOT NOTED. GSSI Job No. 15105A Pizza Port Mechanical Platform Page 4 of20 4/2/2015 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, In.lb] Kwik Bolt TZ -SS 316 1/2 (3 1/4) her.act= 3.250 in., hnom = 3.625 in. AISI 316 ESR-1917 5/1/2013 I 5/1/2015 Design method ACI 318-11 / Mech. eb = 0.000 in. (no stand-off); t = 0.500 in. ,:11s., Profis Anchor 2.5.0 Page: Project: Sub-Project I Pos. No.: Date: 4/2/2015 •E r; Ix x ly x t = 4.000 in. x 27.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, fc' = 3000 psi; h = 7.250 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (c)) :z I Ledger load should be 2200 lbs for 2 anchors->OK Input data and results must be checked for agreement with the existing conditiQll~ and (Qr pla~~ibili\yl . PROFIS AIGS~l~czbol)looo'll5!11lilli~ FL-9494 Schaan Hilli is a registerecf11ieil~lil~tlf/A~~1%1bl?latform Page 5 of 20 4/2/2015 ,:11s., www.hlltl.us Profis Anchor 2.5.0 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: E-Mail: 2 Proof I Utilization (Governing Cases) Loading Tension Shear Loading Proof Concrete Breakout Strength Steel Strength Combined tension and s ear loads N 0.201 Date: Design values [lb] Load Capacity 1071 5319 997 4472 ~v 0.223 5/3 3 Warnings OK for increased shear load Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 4/2/2015 Utilization (IN I ~v [%] Status 21 / -OK -/ 23 OK .v [%] Status OK • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reason'able steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing condlliq.i;ip and far plal,l§i~Vityl 1 01 PROFIS Ar00&1o.lC2bobl-ooo11$!11Gl.5~ FL-9494 Schaan Hilti is a registerec11f~ant{ml6r11JffiQ(W,,~1:1,i atform Page 6 of 20 4/2/2015 Steel Beam ,.11•1 Description : Strongback Design CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Load Combination ASCE 7-1 O Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : E = 4.40 k@ 14.0 ft DESIGN SUMMARY . Maximum Beridirigsfress Ratio = 6.1:zo: 1 Section used for this span HSS6x4x3/8 E(4.4) Span::: 27.0 fl HSS6x4x3l8 File = P:\SMITHC-1\PIZZAP-2\ENGINE-1\CALCUL -1 \PJZZAP-1.EC6 ENERCALC, INC. _1983-2015, Build:6.15.1.19, Ver.6.15.3.31 Fy : Steel Yield : E: Modulus: 46.0 ksi 29,000.0 ksi Platform load to strongback • j Service loads entered. Load Factors will be applied for calculations. Design OK Mu: Applied 29.568 k-ft Maximum Shear Stress Ratio = Section used for this span Vu: Applied 0.027 : 1 HSS6x4x3/8 2.281 k 85.877 k + 1.20D+0.50L +0.20S+E+1.60H 14.040 ft Span# 1 Mn • Phi : Allowable 41.055 k-ft Load Combination +1.20D+0.50L +0.20S+E+1.60H Location of maximum on span 14.040ft Span# where maximum occurs Span# 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 3.813 in 0.000 in 2.674 in 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V max Mu+ +1.40D+1.60H Dsgn. L = 27.00 fl 0.000 +1.20D+0.50Lr+1.60L +1.60H Dsgn. L = 27.00 fl 0.000 +1.20D+1.60L +0.50S+1.60H Dsgn. L = 27.00 fl 0.000 +1.20D+1.60Lr+0.50L +1.60H Dsgn. L = 27.00 fl 0.000 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 27.00 ft 0.000 +1.200+0.50L +1.60S+1.60H Dsgn. L = 27.00 ft 0.000 +1.200+1.60S+0.50W+1.60H Dsgn. L = 27.00 fl 0.000 +1.20D+0.50Lr+0.50L +W+1.60H Dsgn. L = 27.00 ft 0.000 +1.200+0.50L +0.50S+W+1.60H Dsgn. L = 27.00 fl 0.000 +1.200+0.50L +0.20S+E+1.60H Dsgn. L = 27.00 fl 0.720 0.027 29.57 +0.90D+W+0.90H Ratio= Ratio= Ratio= Ratio= max Mu - Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 84 0 <1.0 121 0 <1.0 Summary of Moment Values Mu Max Mnx 45.62 45.62 45.62 45.62 Phi*Mnx Cb 41.06 1.00 41.06 1.00 41.06 1.00 41.06 1.00 Rm 1.00 1.00 1.00 1.00 45.62 41.06 1.00 1.00 45.62 41.06 1.00 1.00 45.62 41.06 1.00 1.00 45.62 41.06 1.00 1.00 45.62 41.06 1.00 1.00 29.57 45.62 41.06 1.33 1.00 Osgn. L ~jOJ !\, S +0.90D+E+ . 01~ No. 1510 A 0.000 Pizza Port Mechanical Platform 45.62 41.06 1.00 1.00 Summary of Shear Values VuMax Vnx Phi*Vnx -0.00 95.42 85.88 ·0.00 95.42 85.88 ·0.00 95.42 85.88 ·0.00 95.42 85.88 --0.00 95.42 85.88 .o.oo 95.42 85.88 ·0.00 95.42 85.88 -0.00 95.42 85.88 -0.00 95.42 85.88 2.28 95.42 85.88 -0mge flaf20 85.88 Steel Beam I ,II' I Description : Strongback Design Load Combination Max Stress Ratios Segment Length Span# M V Dsgn. L = 27.00 ft 1 0.720 0.027 Overall Maximum Deflections max Mu+ 29.57 File= P:\SMITHC-1\PIZZAP-2\ENGINE-1\CALCUL-1\PIZZAP-1.EC6 ENERCALC, INC. 1983-2015, Build:_6.15.1.19, Ver:6.15.3.31 Summary of Moment Values Summary of Shear Values max Mu -Mu Max Mnx Phi*Mnx Cb Rm Vu Max Vnx Phi•Vnx 29.57 45.62 41.06 1.33 1.00 2.28 95.42 85.88 load Combination Span Max. n." Deft Location in Span Load Combination Max.•+• Defl Location in Span ~~~~~~~~~~~~~~~~~--~~~~~~~~~~~~~~~~~~~~~~~-E Only 1 3.8201 13.770 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+lr+H +O+S+H +D+0.750Lr+0.750L +H +D+O. 750L +O. 750S+H +D+0.60W+H +D+0.70E+H +D+O. 750Lr+0.750L +0.450W+H +D+O. 750L +O. 750S+0.450W+H +D+0.750L +O. 750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only LOnly S Only WOnly E Only H Only GSSI Job No. 15105A 4/2/2015 Support 1 2.119 1.112 1.483 1.112 1.483 2.119 Support 2 2.281 1.198 1.597 1.198 1.597 2.281 Pizza Port Mechanical Platform Page a of20 ~GSSI Sheet Project: - GSSI No. Structural Engineers Engr: - Overturning of Mechanical Equipment Desig_n Parameters aP = 1.0 Sos = 0.82 IP = 1.00 RP = 2.5 Slab on grade? component ampflication factor spectral acceleration, short period importance factor Component response mod. factor No z = h = 1 1 ft. (ht. in structure of point of attachment), z=O @ grade ft. (avg. roof ht.) z/h = 1.0 Fp = .4*ap'S05-Wp*(1+2*z/h}/(Rµilp}, (13.3-1) Fp(max) = 1.6*Sos *Ip *W p, ( 13.3-2) Fp(min) = 0.3*S05*1p*Wp, (13.3-3) F, = .2*SDS*Wp, (12.4.2.3) OTM = Fp*unit height/2 Floor/Slab/Footing Loads RM = (.9-Fv)*Wt*unit width/2 Unit Size, feet Curb weight, width lenath heiaht ht, in. lbs Future Chiller 3.75 18.5 4.2 5 3,200 10,000 10,001 10,002 10,003 10,004 10,005 OK-use bolts per 14/S1 .1 OK 0o per ASCE 7-10 2.50 Strength Design: .9D +1.0E Allow. Stress Design: .9D + 1.0E/1.4 SD or ASD? = Strength Design Fp = 0.39 WP Fp(max) = 1.31 WP Fp(min) = 0.25 WP Fv = 0.16 WP Fp Fv OTM RM ft-lbs ft-lbs Date 4/2/2015 Uplift, lbs 1,260 525 3,170 4,416 No uolift ---- ---- ---- ---- ---- ---- ---- GSSI Job No. 15105A 4/2/2015 2013 CBC ~ii1filr~ll/g ~\!iil/cfal'tl/l,\Jlment Ortho asce ch 13 Page 9 of 20 www.hllti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] ,:,,s., Profis Anchor 2.4.6 Page: Project: Sub-Project I Pos. No.: Date: 3/4/2014 Kwik Bolt TZ -CS 5/8 (4) hef,act = 4.000 in., hnom = 4.438 in. Carbon Steel ESR-1917 5/1/201315/1/2015 design method ACI 318-11 / Mech. eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x ly x t = 3.000 in. x 3.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, fc' = 3000 psi; h = 6.000 in. hammer drilled hole, installation condition: dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (a)) Z: -~ .. "\-.~--- ~-----·· '\) .s .Y-· Input data and results must be checked for agreement with tho existing condltlQll~ and (Qr plav~ibili\yt . I f PROFIS ArGS~lo.jobobl0:lo1J5/11(i)!i6, FL-9494 Schaan Hilli Is a registerect11iaaerrlliA1.li\tl~~Qru)ISl!IBbli' at orm Page 10 of20 4/2/2015 ,:,,s., www.hllti.us Profis Anchor 2.4.6 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: E-Mail: 2 Proof I Utilization (Governing Cases) Loading Tension Shear Loading Proof Concrete Breakout Strength Steel Strength Combined tension and shear loads 3 Warnings N 0.028 Please consider all details and hints/warnings given in the detailed report! Date: Design values [lb] Load Capacity 100 3631 100 0.020 Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 3/4/2014 Utilization (lt<lf1v[%] Status 31-OK -13 OK Utilization ,v [%] Status 1 OK single anchor load, max load to strongback is 4400 lbs -OK • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditi911:i and fQr plaVij,ibilltyl . 1 PROFJS ArfatiiS:lc4~omGlfit FL-9494 Schaan Hilti is a registered11~&t'alll~~~~~~bRlatform 4/2/2015 Page 11 of 20 T'f P WT'-PA<ric Ci,,..,' (NI CHILLER ~ , WT,3200 Ll'l5 , : (NI L4x4x%, LEOO@YP. PER ~ --...,___ 51.1 I ,, ,r 1·-0· I EQ. Ea. ' I l'lA '~,P. 51.1 l'lLW-1 (.. 51.1 ~ :i;r• 1 '1 '' I ' (NI H558x4><Y. EQ. ' '1 Tif il-r J'f"flH554x4><Y. • 1· MECH'L SCREEN. POST. T,P. i A !(~7_·:/ i I~ I . / ,r-f ___ _ -------l ~, H553x3><Y. l'lRACE l'lELC:W PLATFORM FUTURE CHILLER Wlo3200 L65 "@TYP. ~Al'lY. i ' I 5121 \.... TYi' /..icDG.F-fl MECHANICAL PLATFORM FRAMING PLAN FRAMING NOTE&, I. ALL H55 l'lEAMS/ POSTS TO HAYE~· CAP 11!, TYP. U.O.N. l. REFER ARCHITECTURAL FOR DIMENSIONS NOT NOTED. GSSI Job No. 15105A Pizza Port Mechanical Platform 4/2/2015 A SCALE: 1/4"=1'-D" ~N) '<::?' Page 12 of 20 ALT. 6END _______...-; ~ It PANEL 4 FOOTING PER PLAN (E) wall was designed to be cantilevered before (E) roof was added, 4.5 ft wide footing OK by inspection • • 3' CLR. TYP. FOR ITEMS NOT NOTED SEE EB I-IARDSCAPE PER ARCl-l'L. ------ GSSI Job No. 15105A 4/2/2015 Pizza Port Mechanical Platform FOR ITEMS NOT NOTED SEE EB Page 13 of20 Steel Beam 1.11 1 1 Description : Typical WF Joist CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Load Combination ASCE 7 -10 L D 0.05 L 0.2 ... File= P:\SMITHC-1\PIZZAP-2\ENGINE-1\CALCUL-1\PIZZAP-1.EC6 ENERCALC, INC. 1983-2015, Build:6.15.1.19, Ver:6.15.3.31 Fy : Steel Yield : E: Modulus: 50.0 ksi 29,000.0 ksi T Span" 20.0 ft W13x24 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Unifonm Load: D = 0.010, L = 0.040 ksf. Tributary Width= 5.0 ft DESIGN SUMMARY Design OK ·--~iaxrmLi'rn··sendfrig···s"tress· Ratio = <t3st ·: ··r .. Maximumsiieiil'slress Ratio= o.oii>,1 W8x24 4.089 k 58.286 k +1.20D+0.50Lr+1. 60L +1.60H 0.000 ft Span# 1 Section used for this span W8x24 Mu : Applied 20.446 k-fl Mn• Phi: Allowable 58.284 k-fl Load Combination +1.20D+0.50Lr+1.60L +1.60H Location of maximum on span 10.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.302 in Ratio= Max Upward Transient Deflection 0.000 in Ratio= Max Downward Total Deflection 0.415in Ratio= Max Upward Total Deflection 0.000 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V max Mu+ max Mu- +1.40D+1.60H Dsgn. L = 20.00 ft 0.089 0.018 5.19 +1.20D+0.50Lr+1.60L +1.60H Dsgn. L = 20.00 fl 0.351 0.070 20.45 +1.200+1.60L +0.50S+1.60H Dsgn. L = 20.00 ft 0.351 0.070 20.45 +1.20D+1.60Lr+0.50L +1.60H Dsgn. L = 20.00 ft 0.162 0.032 9.45 +1.200+1.60Lr+0.50W+1.60H Dsgn. L = 20.00 fl 0.076 0.015 4.45 +1.20D+0.50L +1.60S+1.60H Dsgn. L = 20.00 ft 0.162 0.032 9.45 +1.200+1.60S+0.50W+1.60H Dsgn. L = 20.00 ft 0.076 0.015 4.45 +1.20D+0.50Lr+0.50L +W+1.60H Dsgn. L = 20.00 fl 0.162 0.032 9.45 +1.20D+0.50L +0.50S+W+1.60H Dsgn. L = 20.00 ft 0.162 0.032 9.45 +1.20D+0.50L +0.20S+E+1.60H Dsgn. L = 20.00 fl 0.162 0.032 9.45 +0.90D+W+0.90H Dsgn. L = 20.00 fl 1 0.057 0.011 3.33 Section used for this span Vu: Applied Vn • Phi : Allowable Load Combination Location of maximum on span Span# where maximum occurs 793 0 <360 579 0 <180 Summary of Moment Values Mu Max Mnx Phi*Mnx Cb Rm 5.19 64.76 58.28 1.14 1.00 20.45 64.76 58.28 1.14 1.00 20.45 64.76 58.28 1.14 1.00 9.45 64.76 58.28 1.14 1.00 4.45 64.76 58.28 1.14 1.00 9.45 64.76 58.28 1.14 1.00 4.45 64.76 58.28 1.14 1.00 9.45 64.76 58.28 1.14 1.00 9.45 64.76 58.28 1.14 1.00 9.45 64.76 58.28 1.14 1.00 3.33 64.76 58.28 1.14 1.00 +090D+E+~, ·o,gn. L41 lsqf No.1510,5A 0.057 0.011 Pffi Port Mechanical ~-~form 64.76 58.28 1.14 1.00 Summary of Shear Values Vu Max Vnx Phi*Vnx 1.04 58.29 58.29 4.09 58.29 58.29 4.09 58.29 58.29 1.89 58.29 58.29 0.89 58.29 58.29 1.89 58.29 58.29 0.89 58.29 58.29 1.89 58.29 58.29 1.89 58.29 58.29 1.89 58.29 58.29 0.67 58.29 58.29 ~~e 145g~o 58.29 Steel Beam I ,II' I Description : Typical WF Joist Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70E+H +D+O. 750Lr+O. 750L +0.450W+H +D+0.750L +0.750S+0.450W+H +D+0.750L +0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only LOnly S Only WOnly E Only H Only GSSI Job No. 15105A 4/2/2015 Span Support 1 2.741 0.445 0.741 2.741 0.741 0.741 2.241 2.241 0.741 0.741 2.241 2.241 2.241 0.445 0.445 0.741 2.000 Max."·" Def! Location in Span Load Combination 0.4147 10.100 Support 2 2.741 0.445 0.741 2.741 0.741 0.741 2.241 2.241 0.741 0.741 2.241 2.241 2.241 0.445 0.445 0.741 2.000 Support notation : Far left is #1 Pizza Port Mechanical Platform Fila= P:\SMITHC-1\PIZZAP-2\ENGINE-1\CALCUL-1\PIZZAP-1.EC6 ENERCALC, INC. 1983-2015, Bui!d:6.15.1.19, Ver:6.15.3.31 Max."+• Deft 0.0000 Values in KIPS Location in Span 0.000 Page 15 of 20 Steel Beam 1,11•1 Description : HSS Girder CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-1 O Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing: Completely Unbraced Bending Axis : Major Axis Bending Load Combination ASCE 7-10 .. 0(1J.L(2) t Span= 1.V fl Span=15.0fl HSS8x4x1/4 HSS8x4x1/4 Applied Loads Beam self weight calculated and added to loading Loads on all spans ... Unifom, Load on ALL spans : D = 0.080 klft Load(s) for Span Number 2 Point Load : D = 1.0, L = 2.0 k@ 5.0 ft Point Load: D = 1.0, L = 2.0 k@ 10.0 ft Load(s) for Span Number 3 Point Load : D = 1.0, L = 2.0 k@ 5.0 ft Point Load : D = 1.0, L = 2.0 k@ 10.0 ft Point Load : D = 1.0, L = 2.0 k@ 0.0 ft Load(s) for Span Number 4 Point Load: D = 1.0, L = 2.0 k@ 1.0 ft DESIGN SUMMARY 0(1) 1 L(2) . ·MaXTrri"i:frJ"i"BS"ilCffOii ... S.iiBSs Ratio = -ti:54tf: 1 Section used for this span HSS8x4x1/4 0(0.080! 0(11'-(2) File = P:ISMITHC-1 \PIZZAP-2\ENGINE-1\CAlCUL -1 \PJZZAP-1. EC6 ENERCALC, INC.1983-2015, Build:6.15.1.19, Ver:6.15.3.31 Fy : Steel Yield : E: Modulus: D(1)1L(2) ... Span=15.0ft HSS8x4x1/4 46.0 ksi 29.000.0 ksi 0(1) L(2) I m«r ... D(1"1L(2) -Sp13f1 c 1.0 fl HSS8x4x1/4 Service loads entered. Load Factors will be applied for calculations. Design OK Ma.ximum Sheaf sfress Ratio = 0.082 : 1 Section used for this span HSS8x4x1/4 Mu: Applied 25.011 k-ft Vu: Applied 6.954 k Mn ' Phi : Allowable 45.885 k-ft Vn •Phi: Allowable 84.512 k Load CombinatM10D+0.50Lr+1.60L +1.60H, LL Comb Run ('LL') Location of maximum on span 15.000ft Span# where maximum occurs Span# 2 Load Combinat~r£0D+0.50Lr+1.60L +1.60H, LL Comb Run ('LL') Location of maximum on span 15.000 fl Span# where maximum occurs Span# 2 Maximum Deflection Max Downward Transient Deflection 0.256 in Ratio= 702 Max Upward Transient Deflection -0.054 in Ratio= 441 Max Downward Total Deflection 0.374 in Ratio= 482 Max Upward Total Deflection -0.082 in Ratio= 292 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Momeni Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu -Mu Max Mnx Phi•Mnx Cb Rm Vu Max Vnx Phi~Vnx +1.40D+1.60H Dsgn. L = 1.00 ft 1 0.002 0.021 -0.07 0.07 50.98 45.89 1.00 1.00 1.74 93.90 84.51 Dsgn. L = 15.00 ft 2 0.229 0.037 6.84 -10.51 10.51 50.98 45.89 2.03 1.00 3.14 93.90 84.51 Dsgn. L = 15.00 ft 3 0.229 0.036 5.93 -10.51 10.51 50.98 45.89 2.19 1.00 3.04 93.90 84.51 Dsgn. L = 1.00ft 4 0.032 0.018 -1.47 1.47 50.98 45.89 1.00 1.00 1.54 93.90 84.51 +1.20D+0.50Lr+1.60L +1.60H, LL Comb Ds9n. L = 1.00ft 1 0.001 0.018 -0.06 0.06 50.98 45.89 1.00 1.00 1.55 93.90 84.51 Dsgn. L = 15.00 ft 2 0.179 0.031 6.14 -8.21 8.21 50.98 45.89 1.79 1.00 2.63 93.90 84.51 Dsgn. L = 15.00 ft 3 0.179 0.053 3.27 -8.21 8.21 50.98 45.89 2.67 1.00 4.52 93.90 84.51 Dsgn. L = 1.00 ft 4 0.097 0.053 -4.46 4.46 50.98 45.89 1.00 1.00 4.52 93.90 84.51 +1.20D+0.50Lr+1.60L +1.60H, LL Comb Dsgn.L= 1.00ft 1 0.001 0.011 -o; ~06 50.98 45.89 1.00 1.00 ~96 93~ 84.51 Dsgn. L laS/ii!OO'!P No. 1510§A 0.371 0.075 Pii<fi' Port iw, anical1 \jiftorrn 50.98 45.89 3.00 1.00 94)• 1!\n. 0 84.51 Dsgn. L 4/2(~.~0 ~ 3 0.399 O.D75 18.30 -17.01 18.30 50.98 45.89 1.36 1.00 6.34 93.90 84.51 WELDED STEEL GRATING Wbe/1 s~lectlng a bar gr.it/rig prodyct, c<:>n.~ide~ vVcl~l7q Steel Grating first'. lJ~ually oµr most.~onomicat pr\)ducts, they ·prov.Jqe a c.omfortable wa!k- ing surface with nearly 80 percent op.en ar~a. This, combined with .the· positive weided o:oss bar/bearing bar intersection, make these products our h1ost popular. Manufactured from ASTM A-101 l carbon steel, welded gratings are recommended for nearly all i11dustrial t]oorlng applications. "To specify welded steel grating, first specify the type of grating from the adjacent table. J"n the in5ta1"ice of ~taqi;lard welded grating, the ''W" indicates the asse~bly of the grating shall be \iyelded c611stmctiqn, the "19" indka\es that the bearing b_ars shall be. i.9/i.~·s (l-3/16) inches on center, and the '!4;, i,ndicat~nhat ~he cross bars 5h_all be spaced at·4 inches on center. Following selection of the type of grating, .con- sult the· toad table below to select the appropriate bearing bar s.ize for the loads and spans to be serviced. Proper designation for standard welded grating with l" x 3/16" bearing b;m Is indit"dted·W-19-4 1" x 3/16''. TABLE SrA/iDARD WEID(D .GRATltiG OTHER BAR SPACINGS AVAILABLE ADA CONFORMING SPACINGS (;~ STEEL BAR GRATING LOAD TABLE 2'-0" 2'·6" 31-0• 3'·6" 4'·0" 3!4X 118 :~~ 3/4 X 3/16 :i 1 X1/8 l 1 X3/16 1-1/~X 1/8 1-114X3116 ·lj~ . 3rc 1-112 X 1/8 -3 ,~ J,s 1-112 X 3/16 :"x 11~ "1·314 X 3116 2X3/16 2·114X Mil 2·1/2X3!16 OF SPACINGS AVAILABLE E 1~.· TYPE V(· ,~·SSSE TYPEW·/9-2 ···~ TYP£:·1S·4 m "A•'L TYP!W·ls-2 D •',{4-- TYPEW· ~--TYP£W·l1·2 19-4 19·2 15-4 4.0 4.8 4.9 ~-6 6.1 6.9 5."l S.9 6.2 7.4 8.4 9.2 6.:4 7.4 7.8 9.0 10.0 1 l.2 7.4. ~.4 9,2. 11."I 12.S 13.7 12.7 14.1 1.5.7 l4.3 15.7 17.8 15.9 17.4 19.8 17.S 19.0 21.8 Sri1ndard IVtlded Grtirlu~ wtiJ1 lxarint burs spacr,lt1t 1·3/16"on.u,iier,md aq.N l>ilrs at 4" 1m c:er~t,.,:. 'The wmkllorJe "' lmlustrial ih!',lfinJ pf0011ClS .H!f\lltl_J ii n111lt{h1de Of ~ppUcuyo,,s. Jlea1f11g batJ 5prrCtfl crr 1·3/16" op cmtrr 011,I clPU 'f/J!Ke,1 cross ~rs at 2• Qtt Ct11t,•r.·Jlrt{(ffed for sll,irf sJjo(is a,ti/ wh,rr small Wl,eeltd ,·t1its miut s,1:noll1ly pa!$"~' the sr,itlitt~ &·miu_r bt1rs spl!Ctd ,it IS/Jfr. 0,1 c-mi-er witll C1oss bnr.'f ut 4• orr renter. Prw/ile.,: ,11!d/tfo11trl /l1JO< $ur(a« .;'"" ami . /ll(f"(IL'i~ lood capadcy by 26% ivht11 'rompmr'f.! to .ft1mda1J S.fl\/t·td pAAllbCB. Ri-arl~l.f lkrf'l spac,•d ;,t I S/16 Ort ce11lt'r and ti~ spacrd cross /Jars at 2~.cm Utll.rr. Yktds U,c 1lmil mlWJnfo.,:c of C~<ll'r:T spucM b<:,,ring bars flit~ ,wn bats. n,, L•ar :;po<fn.P on typt-.s W-11-4 lmd W-1 l-2 Jx,tli ctmfimu witlt tl,e tltirl pro,·1Jirn11 o{llte Amrrh:.JtlS wU/1 Disabllilki Atr. Wht'ii JJll!dfyi1ts snJ1J11g.f W 0<"Umply with AD.4. rtq11ircmr11u, ll Lf ¢tiral tt1 spe(i(y ~ltdt ti~ bemi,1g Jx,,s's/1ti11 ~~fJk!f!dic11111r W ihe norm,iJ {1(Jw uf tmf]l&.~ 15·2 11·~ 11·2 7-4 7·2 5.7 6.4 7.2 9.7 10.7 7.7 9.2 10.0 14.5 16.0 7.1 8.2 9.0 12.9 14.2 1ij.2 12 . .l )3J 19.4_ 21.3 8.$ .10.3 ll.3 15.8 17.1 12.2 i4.9 15.9 23.8 25,7 10.2 12.1 p.1 18.~ 2Q.O. 15.1 18.1 19.6 28.l 30.1 17.1 20.9 22.3 32.5 "34.4 19.2 23.7 25.1 36.9 38.!! 21.2 26.5" 27.9 41.3 43.2 23.3 29.2 30.7 45.6 47.S 'l'hc lo.ids shOwri al>ovi?'"3re for tyi)t 19-4 am.I 19~2 )raH1tgs: To dl't!tmlne. lht! Ioa.d tim;ylngi rapai.-JtY for alttruath·c bar spadnS\, multiply th~ loa~lf glve_n by the !ollowlng conve1sJon ra~10fS {Dtflf.CTION Rf.MAINS CONSTAN'O:. "FOR TYPES 15·4 ANO 15-2: 1.26 FOR TYPES 11·4 ANO 11·2: 1.12 FOf/ TYPES 7.4 AND 7-2: zn SELECTION GUIDE: 19-4 PLAIN SURFACE GRATING F<l, dcllcctlon of not" more lhijn J/4• who,u ubjccted to 1he S<vcre;t ol tho/oll011;i11g: (1) Ute 11n1tor,n lo.1<1s b<low; (2J un<kr con<1>nl,at<'d mid-span lo."lds o(.300 Ux. up to 6'-0" ,pan; or(J) 400 lbs. fur span! 1,·io·~d over. SAFE VII/FORM LOAD LBS.ISO. FT. 2'·61' 3'·0" 3'·6" 50 I x 1/8 1 X,l/H. IX 1/8 75 I • it8 lx 1/8 t x 1/R 100 l X l/8 I X 1/8 1 X ]/$ 125 I ., 1/& J X 1/tt I X 1/8 150 l X 118 I ·x 1/g IX 1/8 2/JO l X 1/8 t.d/8 1 X J/8 300 1 X 1/8 I X :l/16 1 X 3/16 a!i2i $ rii:lJ !:-:! ~GRATING PACIFIC GSSI Job No. 15105A 4/2/2015 4'·0" 4'•6" 51wO" 5'-fi" lJ<l/ij ) ~ 3/16 l,J/< X 1/8 J.l/4~3/16 I "1/8 l x 3/16 l•lH X 1/8 1-114 X '.l/16 IX 1/8 t. X 3/16 1-1/4 ·' 1/8 1-1/4 x Mi6 I x 1/8 l•l/4 X 1/8 1-1/4, 3/16· 1-1/.h.11,K IX 3/16 l•l/4 X 1/8 J-1/4 x )/lb 1-1n x Nt6 l•l/h.1/8 t-1/4 X 3/16 l-l/2xJ/16 1·3N x 3/l6 (.)14 X ]/1(1 l•l/2 X 3/16 1·"· .< 3/16 2 X 3/16 Service. Quality. Re liability. Pizza Port Mechanical Platform 6'...()'I. J.l/2 x 3/1.6 1-112 ., '.JI.Jlj 1-1/Z x 3/16 l•l/2 X 3/16· l•l/4 X 3/16 1·3/4 >3/16 2 X .1/lr, 6'-6" 7i-(J1t B'·O" 9'.,(JH 1-3Hx3/16 1.:1/4 xl/16 2 X .1/16 2-11; .( 3/16 I-J/4 X".l/16 l,:J/4 X 3/16 2x3/1~ 2·1/4 x.":l/16 1-.l/4 x 3/16 1·3/4 ., 3/16 2-1/4 X 3/16 2-1/2 x.J/1(, t-3/hJ/16 2~3/l(i 2•114 X 3/16 -1·3/< X JitG ZJ<J/16 2-1/2 .x 3/16 -2 X3/t6 2,1/4 X .3/16 ~ -2·114 xJli6 2-1/2 X :1116 -- ww_w .g ratingpac if l c .com Page 17 of 20 II -~GSSI Project: Sttuctural Eng;ineers Engr: ASCE 7-10 Wind Lateral Design Analysis For Free Standing Walls and Signs Directionally Independent: Design Parameters: Building Category = Importance Factor, I = Basic Wind Speed (3-sec, mph), V = Exposure Category = Directionality Factor, Ki = OJ = II 1.00 110 C 0.85 1 Top of Wall/Sign Elevation (h) Height of Wall/Sign (s) Wall Width (B) Percent Of Wall Open s/h Bis 22 ft 8 ft 30 ft 0% 0.363636 3.8 Sheet No. Project No.: Date: 4/2/2015 Ct Ref Figure 6-20 For Cf Value-Enter Below Velocity Pressure Exposure Coefficient: C1 1.8 Enter Cf Value Here from figure 6-20 a= 9.5 z, = 900 ft Structure Height (ft 15 20 22 22 22 22 Kz = 2.01.(z/z,) "= 0.85 0.90 0.92 0.92 0.92 0.92 Topographic Factor: 2-D Ridge Li _.:_X.,__Jj 2-D Escarpj._ __ _J 3-DHill~--~ Elevation Change, H ;:: 0 0.5 0 ft ft ft < 15ft Topographic Factor NOT Required Crest to Mid-Height, Lh = Dist from Crest, x = HI L, = 0.00 K1 = 0.00 K, = 1 • (lxl/µL,) = 1.00 Structure Hei ht (ft) K3 =e-Y Kz1 = (1 + K1 K2 K3)2 = Velocity Pressure: 15 0.00 1.00 Structure Hei ht (ft) 15 Qz = 0.00256 K, Ko K, V I OJ = 22.35 Wall/Fence Forces: Wall/Fence Pressure Pressure with openings Total Load to Wall/Sign GSSI Job No. 15105A 4/2/2015 Downwind of Crest? I No < 0.2 Topographic Factor NOT Required y= 3.0 µ= 1.5 20 22 22 22 22 0.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 20 22 22 22 22 23.75 24.23 24.23 24.23 24.23 G c, p= qhGC1 EQ 6-271 0.85 1.8 43.61 Percent Open Oo/o 43.61 Area 240 ft' 10.47 Plzza Port Mechanical Platform 22 0.92 ("X" One Box) (Yes or No) 22 0.00 1.00 22 24.23 psi !psi psi kips Page 18of20 Steel Beam 1.11•1 Description : Mechanical Screen Post CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Load Combination ASCE 7-1 0 File= P:\SMITHC-1\PJZZAP-2\ENGINE-1\CALCUL-1\P!ZZAP-1.EC6 ENERCALC, INC. 1983-2015, Bulld:6.15.1.19, Ver.6.15.3.31 Fy : Steel Yield : E: Modulus: 46.0 ksi 29,000.0 ksi Span= 6.50ft Applied Loads Beam self weight NOT intern culated and added Unifonn Load : W = 0.0440 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY 44 psf wind load, max trib is 7 ft -OK Service loads entered. Load Factors will be applied for calculations. Design OK Maximum sending stress Rai10 = o.4so: 1 Maximum stiear Stress Ratio = o:oso: 1 HSS4x4x1/4 2.288 k 38.211 k +1.20D+0.50Lr+0.50L +W+ 1.60H 0.000 ft Span# 1 Section used for this span HSS4x4x1/4 Mu: Applied 7.436 k-ft Mn • Phi : Allowable 16.181 k-ft Load Combination +1.20D+0.50Lr+0.50L +W+1.60H Location of maximum on span 0.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.598 in 0.000 in 0.359 in 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V max Mu+ +1.40D+1.60H Dsgn. L = 6.50 ft 0.000 +1.20D+0.50Lr+1.60L +1.60H Dsgn. L = 6.50 ft 0.000 +1.20D+1.60L +0.50S+1.60H Dsgn. L = 6.50ft 0.000 +1.20D+1.60Lr+0.50L +1.60H Dsgn. L = 6.50ft 0.000 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 6.50 ft 0.230 0.030 +1.20D+0.50L +1.60S+1.60H Dsgn. L = 6.50ft 0.000 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 6.50 ft 0.230 0.030 +1.20D+0.50Lr+0.50L +W+1.60H Dsgn. L = 6.50ft 0.460 0.060 +1.20D+0.50L +0.50S+W+1.60H Dsgn. L = 6.50ft 0.460 0.060 +1.20D+0.50L +0.20S+E+1.60H Dsgn. L = 6.50ft 0.000 +0.90D+W+0.90H Dsgn. L = 6.50ft 1 0.460 0.060 Ratio= Ratio= Ratio= Ratio= max Mu - ·3.72 -3.72 ·7.44 •7.44 .7.44 Section used for this span Vu: Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 260 0 <240 435 0 <180 Summary of Moment Values Mu Max Mnx 17.98 17.98 17.98 17.98 3.72 17.98 17.98 3.72 17.98 7.44 17.98 7.44 17.98 17.98 7.44 17.98 Phi*Mnx Cb 16.18 1.00 16.18 1.00 16.18 1.00 16.18 1.00 16.18 1.00 16.18 1.00 16.18 1.00 16.18 1.00 16.18 1.00 16.18 1.00 16.18 1.00 +0.90D+E+l);I Dsgn L-dt No. 1510jiA 0.000 Pizza Port Mechanical Platform 17.98 16.18 1.00 . 4/ 2 1 Summary of Shear Values Rm Vu Max Vnx Phi*Vnx 1.00 ·0.00 42.46 38.21 1.00 ·0.00 42.46 38.21 1.00 ·0.00 42.46 38.21 1.00 ·0.00 42.46 38.21 1.00 1.14 42.46 38.21 1.00 ·0.00 42.46 38.21 1.00 1.14 42.46 38.21 1.00 2.29 42.46 38.21 1.00 2.29 42.46 38.21 1.00 ·0.00 42.46 38.21 1.00 2.29 42.46 38.21 1.00 .[ooe 1942~t0 38.21 Steel Beam I 11' I Description : Mechanical Screen Post Overall Maximum Deflections Load Combination WOnly Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+O. 750Lr+0.750L +H +D+O. 750L +0.750S+H Span Support 1 2.288 1.030 +D+0.60W+H 1.373 +D+0.70E+H +D+O. 750Lr+0.750L +0.450W+H 1.030 +D+O. 750L +0.750S+0.450W+H 1.030 +D+0.750L +0.750S+0.5250E+H +0.60D+0.60W+0.60H 1.373 +0.60D+0.70E+0.60H D Only Lr Only LOnly S Only W Only 2.288 EOnly H Only GSSI Job No. 15105A 4/2/2015 Max.~-" Deft Location in Span Load Combination 0.5980 6.500 Support notation: Far left is #1 Support 2 Pizza Port Mechanical Platform File = P:\SMITHC-1\PIZZAP-2\ENGINE-1\CALCUL -1 IPJZZAP-1.EC6 ENERCALC, INC.1983-2015, Build:6.15.1.19, Ver:6.15.3.31 .. Max.•+" Deft Location in Span 0.0000 Values in KIPS Page 20 of 20 0.000 DIMENSIONAL DATA - SINGLE COMPESSOR MODELS .-------------------,-----,·~.,; ,M r m,, l 1111 I I 1111 Il D ...,...,.._ lltliED!IR".1CEODIIII I I ,. I ,M T41HV.PDS-18 f.:+-' D ,. .. TOP VIEW ElllafftD FR.I ffMDIII> I liUCIDI FLIER I ll'TDW. I IIE'lACEAIILECOREI SIDE VIEW .. ............ "11\®' Ji . . . . ,, . . • i;_,._.. t:J::~,:· ·:,r::o ,. ., d .. ! a:m a V II Ill . I ,~-l ---BASEFRA ME LENGTH (SEE OPPOSITE PAGE) :;)Q:J ~1a11 Z 2 q II x '-+ :S ,. 0 " S'S ,. 1-t. • 28 • i ... oe dJ ~~ ·.~;, ~r1 I' ' 0711 13 ,, ~1"103c., ,, T40-TV-POS-18 DIMENSIONAL DATA· SINGLE COMPESSOR MODELS COl.f'RESSOR-END VIEW •oO• :•: ; -oo• IMS) stl'\U: DDDR a ___ , '"" "/, .... :•: .I.. II : . I ,Ml!' ,I .. • 'V!S''' A" ;, ·rvs ... e (OPtl.AND BITZER CONDENSING BASE FRAME UNIT LENGTH CONDENSING l!ASEFRAME UNIT LENGTH MO.DEL Inches mm MODEL Inches mm TVS010L8-H'*B•A 1123/8 2854 TVS015L6-H'*B-A 112 3/8 2854 TVS0121.6,H'*IMI 112 3/8 2854 TVS015L8-H'*B-B 112 3/8 2854 TVS020L6.ff'*B-B 167 318 4251 TVS022L9-H"8-A 1673/8 4251 TVS02SL6,H'*IMI 167 3/8 4251 TVS027L.9-H"B-A 1673/8 4251 TVS030l&-H"B-A 167 3/8 4251 TVS030l8-H'*B-B 167 3/8 4251 TVS040L8-H 167 3/8 4251 TVS015MB-H'*1M1 167 3/8 4251 TVSD40L6.ff'*B-A 167 3/8 4251 TVS0201118-H'*B-B 167 3/8 4251 TVS015M9-H'*B-A 167 3/8 4251 TVS022M8-H"8-A 167 3/8 4251 TVS025MB-1t'*B-B 167 3/8 4251 • MB·H"B-11 167 318 4251 TY6035MB•H"B-B 222 3/8 5648 TVS025M8-H"B-A 167 318 4251 TVS040MB-H'*IMI 222 3/6 5648 TVS030MB-trB-A 167 3/8 4251 TVS035M8-H"*B-A 222 3/8 5648 TYSOSOMB-H"B-11 222 3/8 5648 TVS015H8.fl"'B-B 73/8 425' TVS020H8·H'*B-B 167 318 4251 TVS040M&•H'*B-A 222 3/8 5648 TVS025H8-H'*IMi 167 3/6 4251 TVS050M8-H'*B-A 222 3/8 5648 TVS015HB-H"B-A 167 3/8 4261 TVS030H8-H"B..S 167 318 4251 TVS035H8-H"B..S 222 3/8 5848 TVS040 -H"B-B 222 318 5648 TVS022H8-H'*B-A 167 3/8 4251 TVSOOBV8.fl"'1Mi 112 3/8 2854 TVS025HB-H'*B-A 167 3/8 4251 TVS030HB-1t'*B-A 167 3/8 4251 TVS012V8.fl"'B-B 1121 2854 TYS018V6.fl'*S..S 112 2a~ TVS020VB-1t"B•B 167 3/8 4251 TVS035H8-H"8-A 222 3/8 5648 TYS02SV8-H"B-B 167 3/8 4251 TVS040H8•H"B-A 222 3/8 5648 TVS0301/6-H'*B-8 167 3/8 4251 .29. 07/17/13 I:: •, CONDENSING UNIT CONDENSER FAHS MODEL 1VS015H8-H"B-A 2 1VSD22H8-tt"B-A 2 TVS025HMi"'B-A 2 TVS030HMi"'B-A 2 TVS035H1-lr,*B•A 3 TVS040HI-H"B-A 3 TVS015M8-H""B-A 2 TVS022MB-H"B-A 2 TVS025MII-H"'B-A 2 TVSD30MB-H"B-A 2 1VS035M8-tt"B-A 3 1VSIMDM8-H"B•A 3 TVS050MII-H"*B-A 3 1VSD10L6-H"B-A 1 TVSD1SL6-H"B-A 1 TVSD22L6-H"'B-A 2 TVSD27L6-H"'B-A 2 1VSD30L6-H"B-A 2 TVS040L8-H"'B-A 2 CONDENSING UNIT CONDENSER FANS MODEL TYD030HIMt .. B-A 2 TVDIM4HII-H"B-A 2 TVDD50H8-H"B-A 2 TVD060H8-H"B-A 2 TVDD70H8-H"'B-A 3 TYDDBDH8-H"'B-A 3 TVDD30MII-H"*B-A 2 TVDD44M8-H"B-A 2 TVD050M8-H**B-A 2 TVDIHIOM8-H"B-A 2 TVDD70M8-H"'B-A 3 TVDOBOMIMl"'B-A 3 TYD10DM8-H"'B-A 3 TVD020l8-H"'B-A 1 TVD03DLII-H**B-A 1 TVDD44L&-H"B-A 2 TVD054L6-H"B-A 2 TVD080L6-H .. B-A 2 TVD080L6·H"B-A 2 SPECIFICATIONS • SINGLE COMPESSOR MODELS UNIT CONNECT101!S RECEIVER CAPACITY SUCTION (OD) UQUID(OD) 9011l 11LL • Inches mm lnchu mm Lll9. Kgs 1518 41 718 22 103 46.7 21/8 54 11/8 29 124 66.3 21/8 54 1 1/8 29 124 66.3 21/8 54 11/8 29 157 71.2 21/8 54 1118 29 189 85.8 21/8 54 1318 35 189 85.8 15/8 41 7/8 22 103 46.7 21/8 54 11/B 29 124 66.3 21/8 54 1 1/B 29 124 66.3 21/8 54 1 1/8 29 157 71.2 21/8 54 11/B 29 189 86.8 21/8 54 1 1/8 29 189 BS.8 21/8 54 11/8 29 254 116.3 13/8 35 518 18 70 31.8 1518 41 7/8 22 82 37.2 21/6 54 7/8 22 103 46.7 21/8 54 11/B 29 124 66.3 21/8 54 11/8 29 124 66.3 21/6 54 11/8 29 157 71.2 SPECIFICATIONS • DOUBLE COMPESSOR MODELS UNIT CONNECTIONS RECEIVER CAPACITY SUCTION (OD) LIQUID (OD) . """"FULL* Inches mm lnchn mm u. •. Kgs 1 6.'8 41 718 22 103 46.7 21/8 54 11/8 29 124 56.3 21/8 54 11/8 29 124 56.3 21/B 54 11/8 29 157 71.2 21/8 54 11/8 29 189 85.8 21/B 54 13/8 35 189 85.8 15/8 41 7/8 22 103 48.1 21/8 54 11/8 29 124 66.3 21/8 54 11 /8 29 124 66.3 21/8 54 11/8 29 157 71.2 21/B 54 11/8 29 189 85.8 21/8 54 11/8 29 189 85.8 21/8 54 11/8 29 254 116.3 13/8 36 5/8 16 70 31.8 1518 41 7/8 22 82 37.2 21/8 54 7/B 22 103 -#1.7 21/8 54 11/8 29 124 66.3 21/8 54 11/8 29 124 66.3 21/8 54 11/8 29 157 71.2 ' NOTE ON ALTERNATE REFRIGERANTS: APPROX. SHIPPING WEIGHT Lbs. Kgs 2155 979 2385 1084 2400 1091 .• .2500 1136 3035 1379 3185 1438 2180 982 2390 1086 2405 1093 2510 1141 3035 1379 3185 1438 3285 1493 1675 761 1800 818 2285 1039 2510 1141 2515 • 1143 2645 1202 APPROX. SHIPPING WEIGHT Lb•. Kgo 3885 1757 4315 1916 4345 1975 4540 2083 5510 2504 5780 2818 3875 1761 4325 1966 4355 1979 4555 207/J 5515 2508 5760 2618 8005 2729 2975 1352 3225 1466 4120 1872 4570 20n 4580 2082 4830 2195 ' PUBLISHED RECEIVER CAPACllY IS BASED ON ft4NA: ON MODELS USING '8' AS REFRIGERANT CODE. FOR ALERNATE REFRIGERANTS, MULTIPLY IMO,tA'. VALUE BY THE APPROPRIATE VALUE BELOW: 1R221 1.15 T40--"TV-PDS-18 ·32-07117/13 ELECTRICAL DATA· 1 ! ' •• '1.,,, , I' .. · ,: ,\ ,;.i ,: , "::. SINGLE COMPESSOR MODELS .---===-==,,.........~==--r--===---,--,,="=""'"-======-r----,,U=NIT--,.(J ,4 • ·MCA MOP TVS016HS-. TVS020H8• TVS025HS-. TV5030HII- TVS035H8· TV5040HII- TV5015M8· TVS02DMII- TVS025M8· TV5030M8• TVS035M8• TVS040M8• TVS0IIOM6- TVS012LII- TV5015L6- TV5020L6- TV502!1L6- TVS030L6· TV5040L8· TVS008V6- TVS012V8• TVS016V6- TVS020V6· TVS025V8- TVS030V6- T40-TV-POS-18 -26- 2 3 2 2 3 3 3 1 2 2 2 2 2 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2.5 2 125 6 41~-::t::jjd 70 07117/13